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HomeMy WebLinkAboutSS2010StandardSpecifications
for Road, Bridge, and Municipal Construction2010
M 41-10
Washington
Standard Specifications: 2010
Standard
Specifications
for Road, Bridge, and
Municipal Construction
2010
M 41-10
Ordering Information
Additional copies of Standard Specifications: 2010 may be purchased for $25.00
each from:
Washington State Department of Transportation (WSDOT)
Engineering Publications
PO Box 47304
Olympia, WA 98504-7408
Phone: (360) 705-7430
E-mail: enginpub@WSDOT.WA.GOV
Note: This publication is not for resale.
Standard Specifications: 2010 can be also downloaded, free of charge, from the WSDOT
home page: http://www.wsdot.wa.gov/Publications/Manuals/M41-10.htm
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Materials can be provided in alternative formats for persons with disabilities by
contacting the ADA Compliance Officer via telephone at 360-705-7097 or by e-mail
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person shall, on the grounds of race, color, national origin, or sex, as provided by Title VI
of the Civil Rights Act of 1964, be excluded from participation in, be denied the benefits
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forms and advice, please contact OEO’s Title VI Coordinator at 360-705-7098.
Standard Specifications: 2010, Copyright © 2005, Washington State Department of
Transportation. All rights reserved.
2010 Standard Specifications M 41-10 Page i
FOREWORD
These Standard Specifications for Road, Bridge and Municipal Construction
have been developed to serve as a baseline for the work delivered to the public by the
Washington State Department of Transportation (WSDOT). The Standard Specifications
are incorporated into the written agreement (Contract) between WSDOT as Contracting
Agency and the Contractor, except where the Contract indicates that a particular
specification has been amended or replaced with a special provision to resolve project-
specific issues. The decision to amend or replace any standard specification with a special
provision is made during the design process and is based upon the sound engineering
judgment of the project designer.
These Standard Specifications reflect years of refinement through the literally
hundreds of projects the Department delivers each year. In addition, the standards are the
result of countless hours of development and review by both our internal WSDOT staff as
well as our industry partners through the joint WSDOT/Associated General Contractors’
Standing Committees.
Finally, these standards reflect the contracting philosophy and balance of risk-
sharing that the Department has adopted through the years. We believe that this balance
of risks gives us the lowest final cost solution to our transportation needs. For example,
shifting risk to the Contractor can provide more certainty on final cost, but may result
in higher initial cost. On the other hand, accepting more risk by the owner can result
in lower initial costs, but less certainty on the final cost. We at the Department of
Transportation believe that we have reached the optimum point of balance for risk,
and we will continue to consider this balance on all future specification revisions.
The language above indicates that these specifications are to be used only as a
guideline during the design process, and that is true. Once they have been incorporated
into a Contract, however, they become the legal and enforceable language of that
Contract. The Standard Specifications, the Amendments to the Standards, and the Project
Special Provisions, along with any attachments in the Contract documents, define a
Contract and are no longer seen as guidelines. Rather, they are the written agreement,
subject to revision only through the change order process.
This preface is for informational purposes only and is not to be used to interpret
or affect the terms of the Contract between WSDOT as Contracting Agency and the
Contractor.
Jeff Carpenter, P.E.
State Construction Engineer
Page ii 2010 Standard Specifications M 41-10
2010 Standard Specifications M 41-10 Page iii
2010 STANDARD SPEcIFIcATIONS
Division 1 General Requirements
Division 2 Earthwork
Division 3 Production From Quarry and Pit Sites and Stockpiling
Division 4 Bases
Division 5 Surface Treatments and Pavements
Division 6 Structures
Division 7 Drainage Structures, Storm Sewers, Sanitary Sewers,
Water Mains, and conduits
Division 8 Miscellaneous construction
Division 9 Materials
Index
Page iv 2010 Standard Specifications M 41-10
2010 Standard Specifi cations M 41-10 Page v
DIVISION 1
GENERAL REQUIREMENTS
1-01 DEFINITIONS AND TERMS ..........................................................................1-1
1-01.1 General .................................................................................................1-1
1-01.2 Abbreviations .......................................................................................1-1
1-01.2(1) Associations and Miscellaneous ......................................1-1
1-01.2(2) Items of Work and Units of Measurement .......................1-3
1-01.3 Defi nitions ............................................................................................1-4
1-02 BID PROCEDURES AND CONDITIONS ......................................................1-9
1-02.1 Prequalifi cation of Bidders ..................................................................1-9
1-02.2 Plans and Specifi cations .....................................................................1-10
1-02.3 Estimated Quantities ..........................................................................1-10
1-02.4 Examination of Plans, Specifi cations, and Site of Work ....................1-10
1-02.4(1) General ...........................................................................1-10
1-02.4(2) Subsurface Information ..................................................1-12
1-02.5 Proposal Forms ..................................................................................1-12
1-02.6 Preparation of Proposal ......................................................................1-12
1-02.7 Bid Deposit ........................................................................................1-13
1-02.8 Noncollusion Declaration and Lobbying Certifi cation ......................1-13
1-02.8(1) Noncollusion Declaration ..............................................1-13
1-02.8(2) Lobbying Certifi cation ...................................................1-13
1-02.9 Delivery of Proposal ..........................................................................1-14
1-02.10 Withdrawal or Revision of Proposal ..................................................1-14
1-02.11 Combination and Multiple Proposals .................................................1-14
1-02.12 Public Opening of Proposals ..............................................................1-15
1-02.13 Irregular Proposals .............................................................................1-15
1-02.14 Disqualifi cation of Bidders ................................................................1-15
1-02.15 Pre-Award Information ......................................................................1-16
1-03 AWARD AND EXECUTION OF CONTRACT ............................................1-17
1-03.1 Consideration of Bids ........................................................................1-17
1-03.1(1) Tied Bids ........................................................................1-17
1-03.2 Award of Contract ..............................................................................1-17
1-03.3 Execution of Contract ........................................................................1-18
1-03.4 Contract Bond ....................................................................................1-18
1-03.5 Failure to Execute Contract ...............................................................1-18
1-03.6 Return of Bid Deposit ........................................................................1-19
1-03.7 Judicial Review ..................................................................................1-19
1-04 SCOPE OF THE WORK ................................................................................1-20
1-04.1 Intent of the Contract .........................................................................1-20
1-04.1(1) Bid Items Included in the Proposal ................................1-20
1-04.1(2) Bid Items Not Included in the Proposal .........................1-20
1-04.2 Coordination of Contract Documents, Plans, Special Provisions,
Specifi cations, and Addenda ..............................................................1-20
1-04.3 Vacant .................................................................................................1-20
1-04.4 Changes ..............................................................................................1-21
1-04.4(1) Minor Changes ...............................................................1-22
1-04.5 Procedure and Protest by the Contractor ...........................................1-22
1-04.6 Variation in Estimated Quantities ......................................................1-23
1-04.7 Differing Site Conditions (Changed Conditions)...............................1-25
1-04.8 Progress Estimates and Payments ......................................................1-25
1-04.9 Use of Buildings or Structures ...........................................................1-25
Page vi 2010 Standard Specifi cations M 41-10
CONTENTS
1-04.10 Use of Materials Found on the Project ..............................................1-26
1-04.11 Final Cleanup .....................................................................................1-26
1-05 CONTROL OF WORK ...................................................................................1-27
1-05.1 Authority of the Engineer ..................................................................1-27
1-05.2 Authority of Assistants and Inspectors ..............................................1-27
1-05.3 Plans and Working Drawings .............................................................1-28
1-05.4 Conformity With and Deviations From Plans and Stakes .................1-28
1-05.5 Vacant .................................................................................................1-29
1-05.6 Inspection of Work and Materials ......................................................1-29
1-05.7 Removal of Defective and Unauthorized Work .................................1-30
1-05.8 Vacant .................................................................................................1-30
1-05.9 Equipment ..........................................................................................1-30
1-05.10 Guarantees ..........................................................................................1-30
1-05.11 Final Inspection ..................................................................................1-30
1-05.12 Final Acceptance ................................................................................1-31
1-05.13 Superintendents, Labor, and Equipment of Contractor ......................1-31
1-05.13(1) Emergency Contact List .................................................1-32
1-05.14 Cooperation With Other Contractors .................................................1-32
1-05.15 Method of Serving Notices ................................................................1-32
1-06 CONTROL OF MATERIAL ...........................................................................1-33
1-06.1 Approval of Materials Prior To Use ...................................................1-33
1-06.1(1) Qualifi ed Products List (QPL) .......................................1-33
1-06.1(2) Request for Approval of Material (RAM) .....................1-34
1-06.1(3) Aggregate Source Approval (ASA) Database ................1-34
1-06.2 Acceptance of Materials ....................................................................1-35
1-06.2(1) Samples and Tests for Acceptance .................................1-35
1-06.2(2) Statistical Evaluation of Materials for Acceptance ........1-36
1-06.2(2)A General .....................................................1-36
1-06.2(2)B Financial Incentive ...................................1-41
1-06.2(2)C Removed and Rejected Materials ............1-41
1-06.2(2)D Quality Level Analysis .............................1-41
1-06.2(2)D1 General .............................1-41
1-06.2(2)D2 Hot Mix Asphalt ...............1-41
1-06.2(2)D3 Other Materials ................1-42
1-06.2(2)D4 Quality Level Calculation 1-42
1-06.3 Manufacturer’s Certifi cate of Compliance .........................................1-43
1-06.4 Handling and Storing Materials .........................................................1-43
1-06.5 Owners Manuals and Operating Instructions .....................................1-43
1-06.6 Vacant .................................................................................................1-43
1-07 LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC .....1-44
1-07.1 Laws to be Observed ..........................................................................1-44
1-07.2 State Taxes .........................................................................................1-45
1-07.2(1) State Sales Tax: Work Performed on City, County,
or Federally-Owned Land ..............................................1-45
1-07.2(2) State Sales Tax: Work on State-Owned or Private Land 1-45
1-07.2(3) Services ..........................................................................1-45
1-07.3 Forest Protection and Merchantable Timber Requirements ...............1-46
1-07.3(1) Forest Fire Prevention ....................................................1-46
1-07.3(2) Merchantable Timber Requirements ..............................1-46
1-07.4 Sanitation ...........................................................................................1-46
1-07.4(1) General ...........................................................................1-46
1-07.4(2) Health Hazards ...............................................................1-46
2010 Standard Specifi cations M 41-10 Page vii
CONTENTS
1-07.5 Environmental Regulations ................................................................1-46
1-07.5(1) General ...........................................................................1-46
1-07.5(2) State Department of Fish and Wildlife ...........................1-47
1-07.5(3) State Department of Ecology .........................................1-47
1-07.5(4) Air Quality .....................................................................1-48
1-07.6 Permits and Licenses ..........................................................................1-48
1-07.7 Load Limits ........................................................................................1-48
1-07.7(1) General ...........................................................................1-48
1-07.7(2) Load-Limit Restrictions .................................................1-49
1-07.8 High-Visibility Apparel ......................................................................1-50
1-07.8(1) Traffi c Control Personnel ...............................................1-50
1-07.8(2) Non-Traffi c Control Personnel .......................................1-50
1-07.9 Wages .................................................................................................1-50
1-07.9(1) General ...........................................................................1-50
1-07.9(2) Posting Notices ..............................................................1-52
1-07.9(3) Apprentices ....................................................................1-52
1-07.9(4) Disputes..........................................................................1-52
1-07.9(5) Required Documents ......................................................1-53
1-07.9(6) Audits .............................................................................1-53
1-07.10 Worker’s Benefi ts ...............................................................................1-53
1-07.11 Requirements For Nondiscrimination ................................................1-54
1-07.11(1) General Application .......................................................1-54
1-07.11(2) Contractual Requirements ..............................................1-54
1-07.11(2)A Equal Employment Opportunity (EEO)
Responsibilities ........................................1-55
1-07.11(3) Equal Employment Opportunity Offi cer ........................1-56
1-07.11(4) Dissemination of Policy .................................................1-56
1-07.11(4)A Supervisory Personnel .............................1-56
1-07.11(4)B Employees, Applicants, and Potential
Employees ................................................1-57
1-07.11(5) Sanctions ........................................................................1-57
1-07.11(6) Incorporation of Provisions ............................................1-57
1-07.11(7) Vacant .............................................................................1-58
1-07.11(8) Vacant .............................................................................1-58
1-07.11(9) Subcontracting, Procurement of Materials, and
Leasing of Equipment ....................................................1-58
1-07.11(10) Records and Reports ......................................................1-58
1-07.11(10)A General .....................................................1-58
1-07.11(10)B Required Records and Retention .............1-58
1-07.12 Federal Agency Inspection .................................................................1-59
1-07.13 Contractor’s Responsibility for Work ................................................1-59
1-07.13(1) General ...........................................................................1-59
1-07.13(2) Relief of Responsibility for Completed Work ...............1-59
1-07.13(3) Relief of Responsibility for Damage by Public Traffi c .1-60
1-07.13(4) Repair of Damage ..........................................................1-60
1-07.14 Responsibility for Damage ................................................................1-60
1-07.15 Temporary Water Pollution/Erosion Control .....................................1-62
1-07.15(1) Spill Prevention, Control and Countermeasures Plan ....1-63
1-07.16 Protection and Restoration of Property ..............................................1-65
1-07.16(1) Private/Public Property ..................................................1-65
1-07.16(2) Vegetation Protection and Restoration ...........................1-66
1-07.16(2)A Wetland and Sensitive Area Protection ....1-67
Page viii 2010 Standard Specifi cations M 41-10
CONTENTS
1-07.16(3) Fences, Mailboxes, Incidentals ......................................1-67
1-07.16(4) Archaeological and Historical Objects ..........................1-67
1-07.16(4)A Inadvertent Discovery of Human
Skeletal Remains ......................................1-67
1-07.16(5) Payment ..........................................................................1-68
1-07.17 Utilities and Similar Facilities ...........................................................1-68
1-07.17(1) Utility Construction, Removal or Relocation by
the Contractor .................................................................1-68
1-07.17(2) Utility Construction, Removal or Relocation by Others 1-68
1-07.18 Public Liability and Property Damage Insurance ..............................1-69
1-07.19 Gratuities ............................................................................................1-70
1-07.20 Patented Devices, Materials, and Processes ......................................1-70
1-07.21 Rock Drilling Safety Requirements ...................................................1-70
1-07.22 Use of Explosives ..............................................................................1-70
1-07.23 Public Convenience and Safety .........................................................1-71
1-07.23(1) Construction Under Traffi c ............................................1-71
1-07.23(2) Construction and Maintenance of Detours ....................1-73
1-07.24 Rights of Way .....................................................................................1-74
1-07.25 Opening of Sections to Traffi c ...........................................................1-74
1-07.26 Personal Liability of Public Offi cers ..................................................1-74
1-07.27 No Waiver of State’s Legal Rights .....................................................1-74
1-08 PROSECUTION AND PROGRESS ..............................................................1-75
1-08.1 Subcontracting ...................................................................................1-75
1-08.1(1) Subcontract Completion and Return of Retainage
Withheld .........................................................................1-76
1-08.2 Assignment ........................................................................................1-77
1-08.3 Progress Schedule ..............................................................................1-77
1-08.3(1) General Requirements ....................................................1-77
1-08.3(2) Progress Schedule Types ................................................1-78
1-08.3(2)A Type A Progress Schedule ........................1-78
1-08.3(2)B Type B Progress Schedule .......................1-78
1-08.3(2)C Vacant .......................................................1-79
1-08.3(2)D Weekly Look-Ahead Schedule .................1-79
1-08.3(3) Schedule Updates ...........................................................1-79
1-08.3(4) Measurement ..................................................................1-79
1-08.3(5) Payment ..........................................................................1-80
1-08.4 Prosecution of Work ...........................................................................1-80
1-08.5 Time for Completion ..........................................................................1-80
1-08.6 Suspension of Work ...........................................................................1-81
1-08.7 Maintenance During Suspension .......................................................1-82
1-08.8 Extensions of Time ............................................................................1-83
1-08.9 Liquidated Damages ..........................................................................1-85
1-08.10 Termination of Contract .....................................................................1-85
1-08.10(1) Termination for Default .................................................1-85
1-08.10(2) Termination for Public Convenience .............................1-87
1-08.10(3) Termination for Public Convenience Payment Request 1-87
1-08.10(4) Payment for Termination for Public Convenience .........1-88
1-08.10(5) Responsibility of the Contractor and Surety ..................1-88
1-09 MEASUREMENT AND PAYMENT ..............................................................1-89
1-09.1 Measurement of Quantities ................................................................1-89
1-09.2 Weighing Equipment..........................................................................1-90
1-09.2(1) General Requirements for Weighing Equipment ...........1-90
1-09.2(2) Specifi c Requirements for Batching Scales ...................1-91
2010 Standard Specifi cations M 41-10 Page ix
CONTENTS
1-09.2(3) Specifi c Requirements for Platform Scales ....................1-92
1-09.2(4) Specifi c Requirements for Belt Conveyor Scales ..........1-92
1-09.2(5) Measurement ..................................................................1-92
1-09.2(6) Payment ..........................................................................1-93
1-09.3 Scope of Payment ..............................................................................1-93
1-09.4 Equitable Adjustment .........................................................................1-94
1-09.5 Deleted or Terminated Work ..............................................................1-94
1-09.6 Force Account ....................................................................................1-95
1-09.7 Mobilization .......................................................................................1-99
1-09.8 Payment for Material on Hand ...........................................................1-99
1-09.9 Payments ..........................................................................................1-100
1-09.9(1) Retainage ......................................................................1-101
1-09.10 Payment for Surplus Processed Materials ........................................1-102
1-09.11 Disputes and Claims ........................................................................1-102
1-09.11(1) Disputes Review Board ................................................1-103
1-09.11(1)A Disputes Review Board Membership ....1-103
1-09.11(1)B Disputes Review Board Procedures .......1-104
1-09.11(2) Claims ..........................................................................1-105
1-09.11(3) Time Limitation and Jurisdiction .................................1-107
1-09.12 Audits ...............................................................................................1-108
1-09.12(1) General .........................................................................1-108
1-09.12(2) Claims ..........................................................................1-108
1-09.12(3) Required Documents for Audits ...................................1-108
1-09.13 Claims Resolution ............................................................................1-109
1-09.13(1) General .........................................................................1-109
1-09.13(2) Nonbinding Alternative Disputes Resolution (ADR) ..1-109
1-09.13(3) Claims $250,000 or Less ..............................................1-110
1-09.13(3)A Administration of Arbitration ................1-110
1-09.13(3)B Procedures to Pursue Arbitration ...........1-110
1-09.13(4) Claims in Excess of $250,000 .......................................1-111
1-10 TEMPORARY TRAFFIC CONTROL ........................................................1-112
1-10.1 General .............................................................................................1-112
1-10.1(1) Materials ......................................................................1-112
1-10.1(2) Description ...................................................................1-112
1-10.2 Traffi c Control Management ............................................................1-113
1-10.2(1) General .........................................................................1-113
1-10.2(1)A Traffi c Control Management ..................1-114
1-10.2(1)B Traffi c Control Supervisor .....................1-114
1-10.2(2) Traffi c Control Plans ....................................................1-115
1-10.2(3) Conformance to Established Standards .......................1-116
1-10.3 Traffi c Control Labor, Procedures and Devices ...............................1-117
1-10.3(1) Traffi c Control Labor ...................................................1-117
1-10.3(1)A Flaggers and Spotters .............................1-117
1-10.3(1)B Other Traffi c Control Labor ...................1-117
1-10.3(2) Traffi c Control Procedures ...........................................1-118
1-10.3(2)A One-Way Traffi c Control .......................1-118
1-10.3(2)B Rolling Slowdown .................................1-118
1-10.3(2)C Lane Closure Setup/Takedown ..............1-119
1-10.3(2)D Mobile Operations .................................1-119
1-10.3(2)E Patrol & Maintain Traffi c Control
Measures ................................................1-119
Page x 2010 Standard Specifi cations M 41-10
CONTENTS
1-10.3(3) Traffi c Control Devices ................................................1-120
1-10.3(3)A Construction Signs .................................1-120
1-10.3(3)B Sequential Arrow Signs ..........................1-120
1-10.3(3)C Portable Changeable Message Sign .......1-121
1-10.3(3)D Barricades ..............................................1-121
1-10.3(3)E Traffi c Safety Drums ..............................1-121
1-10.3(3)F Barrier Drums ........................................1-121
1-10.3(3)G Traffi c Cones and Tall Channelizing
Devices ...................................................1-122
1-10.3(3)H Tubular Markers .....................................1-122
1-10.3(3)I Warning Lights and Flashers..................1-122
1-10.3(3)J Truck-Mounted Attenuator ....................1-122
1-10.3(3)K Portable Temporary Traffi c Control
Signal .....................................................1-122
1-10.4 Measurement ....................................................................................1-123
1-10.4(1) Lump Sum Bid for Project (No Unit Items) ................1-123
1-10.4(2) Item Bids with Lump Sum for Incidentals ...................1-123
1-10.4(3) Reinstating Unit Items with Lump Sum Traffi c
Control .........................................................................1-125
1-10.4(4) Owner-Provided Resources..........................................1-125
1-10.5 Payment ............................................................................................1-125
1-10.5(1) Lump Sum Bid for Project (No Unit Items) ................1-125
1-10.5(2) Item Bids with Lump Sum for Incidentals ...................1-125
1-10.5(3) Reinstating Unit Items with Lump Sum Traffi c
Control .........................................................................1-126
2010 Standard Specifi cations M 41-10 Page xi
CONTENTS
DIVISION 2
EARTHWORK
2-01 CLEARING, GRUBBING, AND ROADSIDE CLEANUP............................2-1
2-01.1 Description ...........................................................................................2-1
2-01.2 Disposal of Usable Material and Debris ..............................................2-1
2-01.2(1) Disposal Method No. 1 — Open Burning .......................2-1
2-01.2(2) Disposal Method No. 2 — Waste Site .............................2-1
2-01.2(3) Disposal Method No. 3 — Chipping ...............................2-2
2-01.3 Construction Requirements ..................................................................2-2
2-01.3(1) Clearing ............................................................................2-2
2-01.3(2) Grubbing ..........................................................................2-2
2-01.3(3) Vacant ...............................................................................2-3
2-01.3(4) Roadside Cleanup ............................................................2-3
2-01.4 Measurement ........................................................................................2-3
2-01.5 Payment ................................................................................................2-3
2-02 REMOVAL OF STRUCTURES AND OBSTRUCTIONS .............................2-4
2-02.1 Description ...........................................................................................2-4
2-02.2 Vacant ...................................................................................................2-4
2-02.3 Construction Requirements ..................................................................2-4
2-02.3(1) Removal of Foundations ..................................................2-4
2-02.3(2) Removal of Bridges, Box Culverts, and other
Drainage Structures ..........................................................2-4
2-02.3(3) Removal of Pavement, Sidewalks, Curbs, and Gutters ...2-5
2-02.4 Measurement ........................................................................................2-5
2-02.5 Payment ................................................................................................2-5
2-03 ROADWAY EXCAVATION AND EMBANKMENT ......................................2-6
2-03.1 Description ...........................................................................................2-6
2-03.2 Vacant ...................................................................................................2-6
2-03.3 Construction Requirements ..................................................................2-6
2-03.3(1) Widening of Cuts .............................................................2-6
2-03.3(2) Rock Cuts .........................................................................2-6
2-03.3(3) Excavation Below Subgrade ............................................2-9
2-03.3(4) Sluicing ............................................................................2-9
2-03.3(5) Slope Treatment ...............................................................2-9
2-03.3(6) Deposit of Rock for the Contracting Agency’s Use .......2-10
2-03.3(7) Disposal of Surplus Material .........................................2-10
2-03.3(7)A General .....................................................2-10
2-03.3(7)B Haul ..........................................................2-10
2-03.3(7)C Contractor-Provided Disposal Site...........2-10
2-03.3(8) Wasting Material ............................................................2-11
2-03.3(9) Roadway Ditches ...........................................................2-11
2-03.3(10) Selected Material ...........................................................2-11
2-03.3(11) Slides ..............................................................................2-11
2-03.3(12) Overbreak .......................................................................2-11
2-03.3(13) Borrow ...........................................................................2-12
2-03.3(14) Embankment Construction .............................................2-12
2-03.3(14)A Rock Embankment Construction .............2-13
2-03.3(14)B Earth Embankment Construction .............2-14
2-03.3(14)C Compacting Earth Embankments ............2-14
2-03.3(14)D Compaction and Moisture Control Tests .2-15
2-03.3(14)E Unsuitable Foundation Excavation ..........2-15
Page xii 2010 Standard Specifi cations M 41-10
CONTENTS
2-03.3(14)F Displacement of Unsuitable Foundation
Materials ..................................................2-16
2-03.3(14)G Backfi lling ................................................2-16
2-03.3(14)H Prefabricated Vertical Drains ...................2-16
2-03.3(14)I Embankments at Bridge and Trestle Ends 2-17
2-03.3(14)J Gravel Borrow Including Haul ................2-18
2-03.3(14)K Select or Common Borrow Including
Haul ..........................................................2-18
2-03.3(14)L Embankment Widening for Guardrail ......2-18
2-03.3(14)M Excavation of Channels and Ditches .......2-18
2-03.3(15) Aeration ..........................................................................2-19
2-03.3(16) End Slopes .....................................................................2-19
2-03.3(17) Snow Removal ...............................................................2-19
2-03.3(18) Stepped Slope Construction ...........................................2-20
2-03.4 Measurement ......................................................................................2-20
2-03.5 Payment ..............................................................................................2-21
2-04 HAUL ................................................................................................................2-23
2-04.1 Description .........................................................................................2-23
2-04.2 Vacant .................................................................................................2-23
2-04.3 Vacant .................................................................................................2-23
2-04.4 Measurement ......................................................................................2-23
2-04.5 Payment ..............................................................................................2-23
2-05 VACANT ...........................................................................................................2-24
2-06 SUBGRADE PREPARATION ........................................................................2-25
2-06.1 Description .........................................................................................2-25
2-06.2 Vacant .................................................................................................2-25
2-06.3 Construction Requirements ................................................................2-25
2-06.3(1) Subgrade for Surfacing ..................................................2-25
2-06.3(2) Subgrade for Pavement ..................................................2-25
2-06.4 Vacant .................................................................................................2-26
2-06.5 Measurement and Payment ................................................................2-26
2-06.5(1) Subgrade Constructed Under Same Contract ................2-26
2-06.5(2) Subgrade Not Constructed Under Same Contract .........2-26
2-07 WATERING ......................................................................................................2-27
2-07.1 Description .........................................................................................2-27
2-07.2 Vacant .................................................................................................2-27
2-07.3 Construction Requirements ................................................................2-27
2-07.4 Measurement ......................................................................................2-27
2-07.5 Payment ..............................................................................................2-27
2-08 VACANT ...........................................................................................................2-28
2-09 STRUCTURE EXCAVATION ........................................................................2-29
2-09.1 Description .........................................................................................2-29
2-09.2 Materials ............................................................................................2-29
2-09.3 Construction Requirements ................................................................2-29
2-09.3(1) General Requirements ....................................................2-29
2-09.3(1)A Staking, Cross-Sectioning, and
Inspecting .................................................2-29
2-09.3(1)B Depth of Excavation ................................2-29
2-09.3(1)C Removal of Unstable Base Material ........2-29
2-09.3(1)D Disposal of Excavated Material ...............2-29
2-09.3(1)E Backfi lling ................................................2-30
2-09.3(1)F Items to Remain .......................................2-31
2010 Standard Specifi cations M 41-10 Page xiii
CONTENTS
2-09.3(2) Classifi cation of Structure Excavation ...........................2-31
2-09.3(3) Construction Requirements, Structure Excavation,
Class A ...........................................................................2-32
2-09.3(3)A Preservation of Channel ...........................2-32
2-09.3(3)B Excavation Using Open Pits — Extra
Excavation ................................................2-32
2-09.3(3)C Preparation for Placing Foundations ........2-33
2-09.3(3)D Shoring and Cofferdams ..........................2-33
2-09.3(3)E Bearing Tests ............................................2-36
2-09.3(4) Construction Requirements, Structure Excavation,
Class B ...........................................................................2-36
2-09.4 Measurement ......................................................................................2-37
2-09.5 Payment ..............................................................................................2-38
2-10 VACANT ...........................................................................................................2-39
2-11 TRIMMING AND CLEANUP ........................................................................2-40
2-11.1 Description .........................................................................................2-40
2-11.2 Vacant .................................................................................................2-40
2-11.3 Construction Requirements ................................................................2-40
2-11.4 Measurement ......................................................................................2-40
2-11.5 Payment ..............................................................................................2-40
2-12 CONSTRUCTION GEOSYNTHETIC .........................................................2-41
2-12.1 Description .........................................................................................2-41
2-12.2 Materials ............................................................................................2-41
2-12.3 Construction Requirements ................................................................2-41
2-12.3(1) Underground Drainage ...................................................2-42
2-12.3(2) Separation ......................................................................2-42
2-12.3(3) Soil Stabilization ............................................................2-42
2-12.3(4) Permanent Erosion Control and Ditch Lining ...............2-42
2-12.4 Measurement ......................................................................................2-43
2-12.5 Payment ..............................................................................................2-43
Page xiv 2010 Standard Specifi cations M 41-10
CONTENTS
DIVISION 3
PRODUCTION FROM QUARRY AND PIT SITES AND STOCKPILING
3-01 PRODUCTION FROM QUARRY AND PIT SITES .....................................3-1
3-01.1 Description ...........................................................................................3-1
3-01.2 Material Sources, General Requirements ............................................3-1
3-01.2(1) Approval of Source ..........................................................3-1
3-01.2(2) Preparation of Site ............................................................3-1
3-01.2(3) Stripping Quarries and Pits ..............................................3-1
3-01.2(4) Production Requirements .................................................3-1
3-01.2(5) Final Cleanup ...................................................................3-2
3-01.3 State Furnished Material Sources ........................................................3-2
3-01.3(1) Quality and Extent of Material ........................................3-2
3-01.3(2) When More Than One Site Is Provided ...........................3-3
3-01.3(3) Reject Materials ...............................................................3-3
3-01.3(4) Surplus Screenings ...........................................................3-3
3-01.3(5) Moving Plant ....................................................................3-3
3-01.4 Contractor Furnished Material Sources ...............................................3-4
3-01.4(1) Acquisition and Development ..........................................3-4
3-01.4(2) Surplus Screenings ...........................................................3-5
3-01.4(3) Substitution of Gravel Deposit in Lieu of Ledge Rock
or Talus Source Provided by the Contracting Agency .....3-5
3-01.4(4) Gravel Base ......................................................................3-5
3-01.5 Measurement ........................................................................................3-5
3-01.6 Payment ................................................................................................3-6
3-02 STOCKPILING AGGREGATES .....................................................................3-7
3-02.1 Description ...........................................................................................3-7
3-02.2 General Requirements ..........................................................................3-7
3-02.2(1) Stockpile Sites Provided by the Contracting Agency ......3-7
3-02.2(2) Stockpile Site Provided by the Contractor .......................3-7
3-02.2(3) Stockpiling Aggregates for Future Use ............................3-7
3-02.2(4) Stockpiling Aggregates for Immediate Use .....................3-7
3-02.2(5) Preparation of Site ............................................................3-8
3-02.2(6) Construction of Stockpiles ...............................................3-8
3-02.2(7) Removing Aggregates from Stockpiles ...........................3-9
3-02.3 Additional Requirements for Specifi c Aggregates ...............................3-9
3-02.3(1) Washed Aggregates ..........................................................3-9
3-02.4 Measurement ........................................................................................3-9
3-02.5 Payment ................................................................................................3-9
3-03 SITE RECLAMATION ...................................................................................3-10
3-03.1 Description .........................................................................................3-10
3-03.2 General Requirements ........................................................................3-10
3-03.2(1) Contracting Agency-Provided Sites ...............................3-10
3-03.2(2) Contractor-Provided Sites ..............................................3-10
3-03.2(3) Out of State Sites ...........................................................3-10
3-03.3 Reclamation Plans ..............................................................................3-11
3-03.3(1) Contracting Agency-Provided Sites ...............................3-11
3-03.3(2) Contractor-Provided Sites ..............................................3-11
3-03.4 Construction Requirements ................................................................3-11
3-03.4(1) Erosion Control ..............................................................3-11
3-03.4(2) Deviations from Approved Reclamation Plans ..............3-11
3-03.5 Payment ..............................................................................................3-11
3-03.5(1) Contracting Agency-Provided Sites ...............................3-11
3-03.5(2) Contractor-Provided Sites ..............................................3-11
2010 Standard Specifi cations M 41-10 Page xv
CONTENTS
DIVISION 4
BASES
4-01 VACANT .............................................................................................................4-1
4-02 GRAVEL BASE ..................................................................................................4-2
4-02.1 Description ...........................................................................................4-2
4-02.2 Materials ..............................................................................................4-2
4-02.3 Construction Requirements ..................................................................4-2
4-02.4 Measurement ........................................................................................4-2
4-02.5 Payment ................................................................................................4-2
4-03 VACANT .............................................................................................................4-3
4-04 BALLAST AND CRUSHED SURFACING ....................................................4-4
4-04.1 Description ...........................................................................................4-4
4-04.2 Materials ..............................................................................................4-4
4-04.3 Construction Requirements ..................................................................4-4
4-04.3(1) Equipment ........................................................................4-4
4-04.3(2) Subgrade ..........................................................................4-4
4-04.3(3) Mixing ..............................................................................4-4
4-04.3(4) Placing and Spreading ......................................................4-5
4-04.3(5) Shaping and Compaction .................................................4-5
4-04.3(6) Keystone ..........................................................................4-5
4-04.3(7) Miscellaneous Requirements ...........................................4-6
4-04.3(8) Weather Limitations .........................................................4-6
4-04.3(9) Hauling .............................................................................4-6
4-04.3(10) Hours of Work ..................................................................4-6
4-04.3(11) Permeable Ballast .............................................................4-6
4-04.4 Measurement ........................................................................................4-7
4-04.5 Payment ................................................................................................4-7
4-05 VACANT .............................................................................................................4-8
4-06 ASPHALT TREATED BASE ............................................................................4-9
4-06.1 Description ...........................................................................................4-9
4-06.2 Materials ..............................................................................................4-9
4-06.3 Construction Requirements ..................................................................4-9
4-06.3(1) Asphalt Mixing Plant .......................................................4-9
4-06.3(2) Preparation of Aggregates ................................................4-9
4-06.3(2)A Mix Design.................................................4-9
4-06.3(3) Heating of Asphalt Material .............................................4-9
4-06.3(4) Mixing ..............................................................................4-9
4-06.3(5) Hauling Equipment ..........................................................4-9
4-06.3(6) Spreading and Finishing ................................................4-10
4-06.3(6)A Subgrade Protection Course .....................4-10
4-06.3(6)B Finish Course ...........................................4-10
4-06.3(7) Density ...........................................................................4-10
4-06.3(8) Anti-Stripping Additive .................................................4-10
4-06.4 Measurement ......................................................................................4-10
4-06.5 Payment ..............................................................................................4-11
Page xvi 2010 Standard Specifi cations M 41-10
CONTENTS
DIVISION 5
SURFACE TREATMENTS AND PAVEMENTS
5-01 CEMENT CONCRETE PAVEMENT REHABILITATION .........................5-1
5-01.1 Description ...........................................................................................5-1
5-01.2 Materials ..............................................................................................5-1
5-01.3 Construction Requirements ..................................................................5-1
5-01.3(1) Vacant ...............................................................................5-1
5-01.3(1)A Concrete Mix Designs ................................5-1
5-01.3(1)A1 Concrete Patching
Materials ............................5-2
5-01.3(1)A2 Portland Cement Concrete .5-2
5-01.3(1)B Equipment ..................................................5-2
5-01.3(2) Material Acceptance .........................................................5-2
5-01.3(2)A Concrete Patching Material ........................5-2
5-01.3(2)B Portland Cement Concrete .........................5-2
5-01.3(2)B1 Rejection of Concrete ........5-3
5-01.3(3) Vacant ...............................................................................5-3
5-01.3(4) Replace Portland Cement Concrete Panel .......................5-3
5-01.3(5) Partial Depth Spall Repair ...............................................5-5
5-01.3(6) Dowel Bar Retrofi t ...........................................................5-6
5-01.3(7) Sealing Existing Concrete Random Cracks .....................5-7
5-01.3(8) Sealing Existing Transverse and Longitudinal Joints ......5-7
5-01.3(9) Portland Cement Concrete Pavement Grinding ...............5-7
5-01.3(9)A Surface Finish ............................................5-7
5-01.3(10) Pavement Smoothness .....................................................5-8
5-01.3(11) Concrete Slurry ................................................................5-8
5-01.4 Measurement ........................................................................................5-8
5-01.5 Payment ................................................................................................5-8
5-02 BITUMINOUS SURFACE TREATMENT ...................................................5-10
5-02.1 Description .........................................................................................5-10
5-02.1(1) New Construction ..........................................................5-10
5-02.1(2) Seal Coats .......................................................................5-10
5-02.1(3) Pavement Sealers – Fog Seal .........................................5-10
5-02.2 Materials ............................................................................................5-10
5-02.3 Construction Requirements ................................................................5-10
5-02.3(1) Equipment ......................................................................5-10
5-02.3(2) Preparation of Roadway Surface ...................................5-11
5-02.3(2)A New Construction ....................................5-11
5-02.3(2)B Seal Coats .................................................5-11
5-02.3(2)C Pavement Sealing – Fog Seal ...................5-12
5-02.3(2)D Soil Residual Herbicide ...........................5-12
5-02.3(3) Application of Asphalt Emulsion and Aggregate ...........5-12
5-02.3(4) Vacant .............................................................................5-14
5-02.3(5) Application of Aggregates .............................................5-14
5-02.3(6) Additional Asphalt Emulsion and Aggregate .................5-15
5-02.3(7) Patching and Correction of Defects ...............................5-15
5-02.3(8) Progress of Work ............................................................5-15
5-02.3(9) Protection of Structures ..................................................5-15
5-02.3(10) Unfavorable Weather .....................................................5-15
5-02.3(11) Temporary Raised Pavement Markings .........................5-16
5-02.4 Measurement ......................................................................................5-16
5-02.5 Payment ..............................................................................................5-16
2010 Standard Specifi cations M 41-10 Page xvii
CONTENTS
5-03 VACANT ...........................................................................................................5-18
5-04 HOT MIX ASPHALT ......................................................................................5-19
5-04.1 Description .........................................................................................5-19
5-04.2 Materials ............................................................................................5-19
5-04.3 Construction Requirements ................................................................5-20
5-04.3(1) HMA Mixing Plant ........................................................5-20
5-04.3(2) Hauling Equipment ........................................................5-20
5-04.3(3) Hot Mix Asphalt Pavers .................................................5-21
5-04.3(3)A Material Transfer Device/Vehicle ............5-22
5-04.3(4) Rollers ............................................................................5-22
5-04.3(5) Conditioning of Existing Surface ...................................5-22
5-04.3(5)A Preparation of Existing Surfaces ..............5-22
5-04.3(5)B Preparation of Untreated Roadway ..........5-23
5-04.3(5)C Crack Sealing ...........................................5-23
5-04.3(5)D Soil Residual Herbicide ...........................5-24
5-04.3(5)E Pavement Repair ......................................5-24
5-04.3(6) Vacant .............................................................................5-24
5-04.3(7) Preparation of Aggregates ..............................................5-24
5-04.3(7)A Mix Design...............................................5-24
5-04.3(7)A1 General .............................5-24
5-04.3(7)A2 Statistical or
Nonstatistical Evaluation .5-25
5-04.3(7)A3 Commercial Evaluation ...5-25
5-04.3(8) Mixing ............................................................................5-25
5-04.3(8)A Acceptance Sampling and Testing—
HMA Mixture...........................................5-26
5-04.3(8)A1 General .............................5-26
5-04.3(8)A2 Aggregate .........................5-26
5-04.3(8)A3 Sampling ..........................5-26
5-04.3(8)A4 Defi nition of Sampling Lot
and Sublot ........................5-26
5-04.3(8)A5 Test Results ......................5-27
5-04.3(8)A6 Test Methods ....................5-27
5-04.3(8)A7 Test Section – HMA
Mixtures ...........................5-27
5-04.3(9) Spreading and Finishing ................................................5-27
5-04.3(10) Compaction ....................................................................5-28
5-04.3(10)A General .....................................................5-28
5-04.3(10)B Control .....................................................5-28
5-04.3(10)B1 General .............................5-28
5-04.3(10)B2 Cyclic Density ..................5-29
5-04.3(10)B3 Longitudinal Joint
Density .............................5-29
5-04.3(10)B4 Test Results ......................5-29
5-04.3(11) Reject Work ....................................................................5-30
5-04.3(11)A General .....................................................5-30
5-04.3(11)B Rejection by Contractor ...........................5-30
5-04.3(11)C Rejection Without Testing ........................5-30
5-04.3(11)D Lots and Sublots .......................................5-30
5-04.3(11)D1 A Partial Sublot ................5-30
5-04.3(11)D2 An Entire Sublot ..............5-30
5-04.3(11)D3 A Lot in Progress .............5-30
5-04.3(11)D4 An Entire Lot ...................5-31
Page xviii 2010 Standard Specifi cations M 41-10
CONTENTS
5-04.3(12) Joints ..............................................................................5-31
5-04.3(12)A Transverse Joints ......................................5-31
5-04.3(12)B Longitudinal Joints...................................5-31
5-04.3(13) Surface Smoothness .......................................................5-31
5-04.3(14) Planing Bituminous Pavement .......................................5-32
5-04.3(15) HMA Road Approaches .................................................5-32
5-04.3(16) Weather Limitations .......................................................5-32
5-04.3(17) Paving Under Traffi c ......................................................5-33
5-04.3(18) Vacant .............................................................................5-33
5-04.3(19) Sealing of Pavement Surfaces .......................................5-33
5-04.3(20) Anti-Stripping Additive .................................................5-33
5-04.3(21) Vacant .............................................................................5-33
5-04.4 Measurement ......................................................................................5-33
5-04.5 Payment ..............................................................................................5-34
5-04.5(1) Quality Assurance Price Adjustments ............................5-36
5-04.5(1)A Price Adjustments for Quality of
HMA Mixture...........................................5-36
5-04.5(1)B Price Adjustments for Quality of
HMA Compaction ....................................5-37
5-05 CEMENT CONCRETE PAVEMENT ...........................................................5-38
5-05.1 Description .........................................................................................5-38
5-05.2 Materials ............................................................................................5-38
5-05.3 Construction Requirements ................................................................5-38
5-05.3(1) Concrete Mix Design for Paving ...................................5-38
5-05.3(2) Consistency ....................................................................5-39
5-05.3(3) Equipment ......................................................................5-40
5-05.3(3)A Batching Plant and Equipment .................5-40
5-05.3(3)B Mixing Equipment ...................................5-40
5-05.3(3)C Finishing Equipment ................................5-40
5-05.3(3)D Joint Sawing Equipment ..........................5-41
5-05.3(3)E Smoothness Testing Equipment ...............5-41
5-05.3(4) Measuring, and Batching Materials ...............................5-41
5-05.3(4)A Acceptance of Portland Cement
Concrete Pavement ..................................5-41
5-05.3(5) Mixing Concrete ............................................................5-44
5-05.3(5)A Limitations of Mixing ..............................5-44
5-05.3(6) Subgrade ........................................................................5-44
5-05.3(7) Placing, Spreading, and Compacting Concrete ..............5-44
5-05.3(7)A Slip-Form Construction ...........................5-45
5-05.3(7)B Stationary Side Form Construction ..........5-46
5-05.3(8) Joints ..............................................................................5-46
5-05.3(8)A Contraction Joints ....................................5-47
5-05.3(8)B Sealing Sawed Contraction Joints ............5-47
5-05.3(8)C Construction Joints...................................5-47
5-05.3(8)D Isolation Joints .........................................5-47
5-05.3(9) Vacant .............................................................................5-47
5-05.3(10) Tie Bars and Corrosion Resistant Dowel Bars ...............5-48
5-05.3(11) Finishing ........................................................................5-48
5-05.3(12) Surface Smoothness .......................................................5-49
5-05.3(13) Curing ............................................................................5-50
5-05.3(13)A Curing Compound ....................................5-50
5-05.3(13)B White Polyethylene Sheeting ...................5-51
5-05.3(13)C Wet Curing ...............................................5-52
2010 Standard Specifi cations M 41-10 Page xix
CONTENTS
5-05.3(14) Cold Weather Work ........................................................5-52
5-05.3(15) Concrete Pavement Construction in Adjacent Lanes .....5-52
5-05.3(16) Protection of Pavement ..................................................5-52
5-05.3(17) Opening to Traffi c ..........................................................5-53
5-05.3(18) Vacant .............................................................................5-53
5-05.3(19) Vacant .............................................................................5-53
5-05.3(20) Vacant .............................................................................5-53
5-05.3(21) Vacant .............................................................................5-53
5-05.3(22) Repair of Defective Pavement Slabs ..............................5-53
5-05.4 Measurement ......................................................................................5-54
5-05.5 Payment ..............................................................................................5-54
5-05.5(1) Pavement Thickness .......................................................5-55
5-05.5(1)A Thickness Defi ciency of 0.05-Foot
or Less ......................................................5-56
5-05.5(1)B Thickness Defi ciency of More Than
0.05-Foot ..................................................5-56
Page xx 2010 Standard Specifi cations M 41-10
CONTENTS
DIVISION 6
STRUCTURES
6-01 GENERAL REQUIREMENTS FOR STRUCTURES ...................................6-1
6-01.1 Description ...........................................................................................6-1
6-01.2 Foundation Data ...................................................................................6-1
6-01.3 Clearing the Site ...................................................................................6-1
6-01.4 Appearance of Structures .....................................................................6-1
6-01.5 Vacant ...................................................................................................6-1
6-01.6 Load Restrictions on Bridges Under Construction ..............................6-1
6-01.7 Navigable Streams ...............................................................................6-2
6-01.8 Approaches to Movable Spans .............................................................6-2
6-01.9 Working Drawings ...............................................................................6-2
6-01.10 Utilities Supported by or Attached to Bridges .....................................6-3
6-01.11 Name Plates .........................................................................................6-3
6-01.12 Final Cleanup .......................................................................................6-4
6-01.13 Architectural Features ..........................................................................6-4
6-01.14 Premolded Joint Filler ..........................................................................6-4
6-01.15 Normal Temperature ............................................................................6-4
6-02 CONCRETE STRUCTURES ...........................................................................6-5
6-02.1 Description ...........................................................................................6-5
6-02.2 Materials ..............................................................................................6-5
6-02.3 Construction Requirements ..................................................................6-5
6-02.3(1) Classifi cation of Structural Concrete ...............................6-5
6-02.3(2) Proportioning Materials ...................................................6-5
6-02.3(2)A Contractor Mix Design ..............................6-6
6-02.3(2)B Commercial Concrete ................................6-7
6-02.3(2)C Vacant .........................................................6-7
6-02.3(2)D Lean Concrete ............................................6-7
6-02.3(3) Admixtures .......................................................................6-7
6-02.3(4) Ready-Mix Concrete ........................................................6-8
6-02.3(4)A Qualifi cation of Concrete Suppliers ...........6-8
6-02.3(4)B Jobsite Mixing ..........................................6-10
6-02.3(4)C Consistency ..............................................6-10
6-02.3(4)D Temperature and Time For Placement .....6-11
6-02.3(5) Acceptance of Concrete .................................................6-11
6-02.3(5)A General .....................................................6-11
6-02.3(5)B Certifi cation of Compliance .....................6-12
6-02.3(5)C Conformance to Mix Design ....................6-13
6-02.3(5)D Test Methods ............................................6-13
6-02.3(5)E Point of Acceptance .................................6-13
6-02.3(5)F Water/Cement Ratio Conformance ..........6-14
6-02.3(5)G Sampling and Testing Frequency for
Temperature, Consistency, and Air
Content .....................................................6-14
6-02.3(5)H Sampling and Testing for Compressive
Strength and Initial Curing .......................6-14
6-02.3(5)I Vacant .......................................................6-15
6-02.3(5)J Vacant .......................................................6-15
6-02.3(5)K Rejecting Concrete ...................................6-15
6-02.3(5)L Concrete With Non-Conforming Strength 6-15
2010 Standard Specifi cations M 41-10 Page xxi
CONTENTS
6-02.3(6) Placing Concrete ............................................................6-16
6-02.3(6)A Weather and Temperature Limits to
Protect Concrete .......................................6-17
6-02.3(6)B Placing Concrete in Foundation Seals .....6-21
6-02.3(6)C Dewatering Concrete Seals and
Foundations ..............................................6-21
6-02.3(6)D Protection Against Vibration ....................6-21
6-02.3(7) Concrete Exposed to Sea Water .....................................6-23
6-02.3(8) Concrete Exposed to Alkaline Soils or Water ................6-23
6-02.3(9) Vibration of Concrete .....................................................6-23
6-02.3(10) Bridge Decks and Bridge Approach Slabs .....................6-24
6-02.3(10)A Preconstruction Meeting ..........................6-24
6-02.3(10)B Screed Rail Supports ................................6-24
6-02.3(10)C Finishing Equipment ................................6-25
6-02.3(10)D Concrete Placement, Finishing, and
Texturing ..................................................6-25
6-02.3(10)E Sidewalk ..................................................6-27
6-02.3(10)F Bridge Approach Slab Orientation
and Anchors .............................................6-27
6-02.3(11) Curing Concrete .............................................................6-27
6-02.3(11)A Curing and Finishing Concrete Traffi c
and Pedestrian Barrier ..............................6-28
6-02.3(12) Construction Joints.........................................................6-30
6-02.3(12)A Construction Joints in New Construction 6-30
6-02.3(12)B Construction Joints Between Existing
and New Construction ..............................6-31
6-02.3(13) Expansion Joints ............................................................6-31
6-02.3(14) Finishing Concrete Surfaces ..........................................6-31
6-02.3(14)A Class 1 Surface Finish ..............................6-32
6-02.3(14)B Class 2 Surface Finish ..............................6-32
6-02.3(14)C Pigmented Sealer for Concrete Surfaces ..6-32
6-02.3(15) Date Numerals ...............................................................6-33
6-02.3(16) Plans for Falsework and Formwork ...............................6-33
6-02.3(16)A Nonpreapproved Falsework and
Formwork Plans .......................................6-35
6-02.3(16)B Preapproved Formwork Plans ..................6-36
6-02.3(17) Falsework and Formwork ..............................................6-37
6-02.3(17)A Design Loads ...........................................6-37
6-02.3(17)B Allowable Design Stresses and
Defl ections ...............................................6-39
6-02.3(17)C Falsework and Formwork at Special
Locations ..................................................6-41
6-02.3(17)D Falsework Support Systems: Piling,
Temporary Concrete Footings, Timber
Mudsills, Manufactured Shoring
Towers, Caps, and Posts ...........................6-43
6-02.3(17)E Stringers, Beams, Joists, Roadway
Slab Support, and Deck Overhangs .........6-50
6-02.3(17)F Bracing .....................................................6-51
6-02.3(17)G Testing Falsework Devices ......................6-56
6-02.3(17)H Formwork Accessories .............................6-57
Page xxii 2010 Standard Specifi cations M 41-10
CONTENTS
6-02.3(17)I Timber Connections .................................6-58
6-02.3(17)J Face Lumber, Studs, Wales, and
Metal Forms .............................................6-61
6-02.3(17)K Concrete Forms on Steel Spans ...............6-64
6-02.3(17)L Finishing Machine Support System .........6-64
6-02.3(17)M Restricted Overhead Clearance Sign .......6-64
6-02.3(17)N Removal of Falsework and Forms ...........6-65
6-02.3(17)O Early Concrete Test Cylinder Breaks .......6-66
6-02.3(18) Placing Anchor Bolts .....................................................6-67
6-02.3(19) Bridge Bearings .............................................................6-67
6-02.3(19)A Vacant .......................................................6-67
6-02.3(19)B Bridge Bearing Assemblies ......................6-67
6-02.3(20) Grout for Anchor Bolts and Bridge Bearings ................6-67
6-02.3(21) Drainage of Box Girder Cells ........................................6-68
6-02.3(22) Drainage of Substructure ...............................................6-68
6-02.3(23) Opening to Traffi c ..........................................................6-68
6-02.3(24) Reinforcement ................................................................6-68
6-02.3(24)A Field Bending ...........................................6-69
6-02.3(24)B Protection of Materials .............................6-70
6-02.3(24)C Placing and Fastening ..............................6-70
6-02.3(24)D Splicing ....................................................6-73
6-02.3(24)E Welding Reinforcing Steel .......................6-73
6-02.3(24)F Mechanical Splices ..................................6-74
6-02.3(24)G Job Control Tests ......................................6-75
6-02.3(24)H Epoxy-Coated Steel Reinforcing Bar .......6-76
6-02.3(25) Prestressed Concrete Girders .........................................6-76
6-02.3(25)A Shop Drawings .........................................6-78
6-02.3(25)B Casting .....................................................6-79
6-02.3(25)C Prestressing ..............................................6-79
6-02.3(25)D Curing ......................................................6-80
6-02.3(25)E Contractors Control Strength ...................6-81
6-02.3(25)F Prestress Release ......................................6-82
6-02.3(25)G Protection of Exposed Reinforcement .....6-82
6-02.3(25)H Finishing ..................................................6-83
6-02.3(25)I Fabrication Tolerances .............................6-83
6-02.3(25)J Horizontal Alignment ...............................6-85
6-02.3(25)K Girder Defl ection .....................................6-85
6-02.3(25)L Handling and Storage ...............................6-86
6-02.3(25)M Shipping ...................................................6-87
6-02.3(25)N Prestressed Concrete Girder Erection ......6-88
6-02.3(25)O Deck Bulb Tee Girder Flange Connection 6-90
6-02.3(26) Cast-in-Place Prestressed Concrete ................................6-90
6-02.3(26)A Shop Drawings .........................................6-91
6-02.3(26)B General Requirements for Anchorages ....6-92
6-02.3(26)C Bearing Type Anchorages ........................6-92
6-02.3(26)D Non-Bearing Type Anchorages ................6-94
6-02.3(26)E Ducts ........................................................6-95
6-02.3(26)F Prestressing Reinforcement .....................6-98
6-02.3(26)G Tensioning ................................................6-99
6-02.3(26)H Grouting .................................................6-101
6-02.3(27) Concrete for Precast Units ...........................................6-102
2010 Standard Specifi cations M 41-10 Page xxiii
CONTENTS
6-02.3(28) Precast Concrete Panels ...............................................6-103
6-02.3(28)A Shop Drawings .......................................6-103
6-02.3(28)B Casting ..................................................6-104
6-02.3(28)C Curing ...................................................6-104
6-02.3(28)D Contractors Control Strength ................6-105
6-02.3(28)E Finishing ................................................6-105
6-02.3(28)F Tolerances ..............................................6-105
6-02.3(28)G Handling and Storage .............................6-105
6-02.3(28)H Shipping .................................................6-106
6-02.3(28)I Erection ..................................................6-106
6-02.4 Measurement ....................................................................................6-106
6-02.5 Payment ............................................................................................6-107
6-03 STEEL STRUCTURES .................................................................................6-109
6-03.1 Description .......................................................................................6-109
6-03.2 Materials ..........................................................................................6-109
6-03.3 Construction Requirements ..............................................................6-109
6-03.3(1) Vacant ...........................................................................6-109
6-03.3(2) Facilities for Inspection ................................................6-109
6-03.3(3) Inspector’s Authority....................................................6-109
6-03.3(4) Rejections .....................................................................6-110
6-03.3(5) Mill Orders and Shipping Statements ..........................6-110
6-03.3(6) Weighing ......................................................................6-110
6-03.3(7) Shop Plans ....................................................................6-110
6-03.3(7)A Erection Methods ....................................6-111
6-03.3(8) Substitutions ..................................................................6-111
6-03.3(9) Handling, Storing, and Shipping of Materials ..............6-111
6-03.3(10) Straightening Bent Material .........................................6-112
6-03.3(11) Workmanship and Finish .............................................6-112
6-03.3(12) Falsework .....................................................................6-112
6-03.3(13) Fabricating Tension Members ......................................6-112
6-03.3(14) Edge Finishing .............................................................6-112
6-03.3(15) Planing of Bearing Surfaces .........................................6-113
6-03.3(16) Abutting Joints .............................................................6-113
6-03.3(17) End Connection Angles ................................................6-113
6-03.3(18) Built Members .............................................................6-114
6-03.3(19) Hand Holes ...................................................................6-114
6-03.3(20) Lacing Bars ..................................................................6-114
6-03.3(21) Plate Girders .................................................................6-114
6-03.3(21)A Web Plates ..............................................6-114
6-03.3(21)B Vacant .....................................................6-114
6-03.3(21)C Web Splices and Fillers ..........................6-114
6-03.3(22) Eyebars .........................................................................6-114
6-03.3(23) Annealing .....................................................................6-114
6-03.3(24) Pins and Rollers ...........................................................6-114
6-03.3(24)A Boring Pin Holes ....................................6-115
6-03.3(24)B Pin Clearances ........................................6-115
6-03.3(25) Welding and Repair Welding .......................................6-115
6-03.3(25)A Welding Inspection ................................6-116
6-03.3(26) Screw Threads ..............................................................6-117
6-03.3(27) High Strength Bolt Holes .............................................6-117
6-03.3(27)A Punched Holes .......................................6-118
6-03.3(27)B Reamed and Drilled Holes .....................6-118
Page xxiv 2010 Standard Specifi cations M 41-10
CONTENTS
6-03.3(27)C Numerically Controlled Drilled
Connections ............................................6-118
6-03.3(27)D Accuracy of Punched, Subpunched,
and Subdrilled Holes ..............................6-118
6-03.3(27)E Accuracy of Reamed and Drilled Holes 6-119
6-03.3(27)F Fitting for Bolting ..................................6-119
6-03.3(28) Shop Assembly.............................................................6-119
6-03.3(28)A Method of Shop Assembly .....................6-119
6-03.3(28)B Check of Shop Assembly .......................6-120
6-03.3(29) Vacant ...........................................................................6-120
6-03.3(30) Painting ........................................................................6-120
6-03.3(30)A Vacant .....................................................6-120
6-03.3(30)B Vacant .....................................................6-120
6-03.3(30)C Erection Marks .......................................6-120
6-03.3(30)D Machine Finished Surfaces ....................6-120
6-03.3(31) Alignment and Camber ................................................6-121
6-03.3(31)A Measuring Camber .................................6-121
6-03.3(32) Assembling and Bolting ...............................................6-121
6-03.3(33) Bolted Connections ......................................................6-122
6-03.3(33)A Pre-Erection Testing ...............................6-124
6-03.3(33)B Bolting Inspection ..................................6-125
6-03.3(34) Adjusting Pin Nuts .......................................................6-125
6-03.3(35) Setting Anchor Bolts ....................................................6-126
6-03.3(36) Setting and Grouting Masonry Plates ..........................6-126
6-03.3(37) Setting Steel Bridge Bearings ......................................6-126
6-03.3(38) Placing Superstructure .................................................6-126
6-03.3(39) Swinging the Span .......................................................6-126
6-03.3(40) Draining Pockets ..........................................................6-127
6-03.3(41) Floorbeam Protection ...................................................6-127
6-03.3(42) Surface Condition ........................................................6-127
6-03.3(43) Castings, Steel Forgings, and Miscellaneous Metals ...6-127
6-03.3(43)A Shop Construction, Castings, Steel
Forgings, and Miscellaneous Metals ......6-127
6-03.4 Measurement ....................................................................................6-127
6-03.5 Payment ............................................................................................6-128
6-04 TIMBER STRUCTURES .............................................................................6-129
6-04.1 Description .......................................................................................6-129
6-04.2 Materials ..........................................................................................6-129
6-04.3 Construction Requirements ..............................................................6-129
6-04.3(1) Storing and Handling Material .....................................6-129
6-04.3(2) Workmanship ...............................................................6-129
6-04.3(3) Shop Details .................................................................6-129
6-04.3(4) Field Treatment of Cut Surfaces, Bolt Holes, and
Contact Surfaces ..........................................................6-129
6-04.3(5) Holes for Bolts, Dowels, Rods, and Lag Screws .........6-130
6-04.3(6) Bolts, Washers, and Other Hardware ...........................6-130
6-04.3(7) Countersinking .............................................................6-130
6-04.3(8) Framing ........................................................................6-130
6-04.3(9) Framed Bents ...............................................................6-130
6-04.3(10) Caps..............................................................................6-130
6-04.3(11) Bracing .........................................................................6-131
6-04.3(12) Stringers .......................................................................6-131
6-04.3(13) Wheel Guards and Railings .........................................6-131
2010 Standard Specifi cations M 41-10 Page xxv
CONTENTS
6-04.3(14) Single-Plank Floors ......................................................6-131
6-04.3(15) Laminated Floors .........................................................6-131
6-04.3(16) Plank Subfl oors for Concrete Decks ............................6-132
6-04.3(17) Trusses .........................................................................6-132
6-04.3(18) Painting ........................................................................6-132
6-04.4 Measurement ....................................................................................6-132
6-04.5 Payment ............................................................................................6-132
6-05 PILING ...........................................................................................................6-133
6-05.1 Description .......................................................................................6-133
6-05.2 Materials ..........................................................................................6-133
6-05.3 Construction Requirements ..............................................................6-133
6-05.3(1) Piling Terms .................................................................6-133
6-05.3(2) Ordering Piling .............................................................6-134
6-05.3(3) Manufacture of Precast Concrete Piling ......................6-135
6-05.3(3)A Casting and Stressing .............................6-135
6-05.3(3)B Finishing ................................................6-136
6-05.3(3)C Curing ....................................................6-136
6-05.3(4) Manufacture of Steel Casings for Cast-in-Place
Concrete Piles ..............................................................6-137
6-05.3(5) Manufacture of Steel Piles ...........................................6-137
6-05.3(6) Splicing Steel Casings and Steel Piles .........................6-137
6-05.3(7) Storage and Handling ...................................................6-137
6-05.3(7)A Timber Piles ...........................................6-137
6-05.3(7)B Precast Concrete Piles ............................6-137
6-05.3(7)C Steel Casings and Steel Piles .................6-138
6-05.3(8) Pile Tips and Shoes ......................................................6-138
6-05.3(9) Pile Driving Equipment ...............................................6-138
6-05.3(9)A Pile Driving Equipment Approval .........6-138
6-05.3(9)B Pile Driving Equipment Minimum
Requirements .........................................6-140
6-05.3(9)C Pile Driving Leads .................................6-141
6-05.3(10) Test Piles ......................................................................6-141
6-05.3(11) Driving Piles ................................................................6-142
6-05.3(11)A Tolerances ..............................................6-142
6-05.3(11)B Foundation Pit Preparation ....................6-142
6-05.3(11)C Preparation for Driving ..........................6-143
6-05.3(11)D Achieving Minimum Tip Elevation
and Bearing ............................................6-143
6-05.3(11)E Use of Followers for Driving .................6-144
6-05.3(11)F Pile Damage ...........................................6-144
6-05.3(11)G Pile Cutoff ..............................................6-145
6-05.3(11)H Pile Driving From or Near Adjacent
Structures ...............................................6-145
6-05.3(12) Determination of Bearing Values .................................6-145
6-05.3(13) Treatment of Timber Pile Heads ..................................6-146
6-05.3(14) Extensions and Build-ups of Precast Concrete Piles ...6-146
6-05.3(15) Completion of Cast-In-Place Concrete Piles ...............6-147
6-05.3(15)A Reinforcement ........................................6-147
6-05.3(15)B Placing Concrete ....................................6-147
6-05.4 Measurement ....................................................................................6-147
6-05.5 Payment ............................................................................................6-148
Page xxvi 2010 Standard Specifi cations M 41-10
CONTENTS
6-06 BRIDGE RAILINGS .....................................................................................6-149
6-06.1 Description .......................................................................................6-149
6-06.2 Materials ..........................................................................................6-149
6-06.3 Construction Requirements ..............................................................6-149
6-06.3(1) Timber Railings ............................................................6-149
6-06.3(2) Metal Railings ..............................................................6-149
6-06.4 Measurement ....................................................................................6-150
6-06.5 Payment ............................................................................................6-150
6-07 PAINTING ......................................................................................................6-151
6-07.1 Description .......................................................................................6-151
6-07.2 Materials ..........................................................................................6-151
6-07.3 Construction Requirements ..............................................................6-151
6-07.3(1) Work Force Qualifi cations ..........................................6-151
6-07.3(1)A Work Force Qualifi cations for Shop
Application of Paint ...............................6-151
6-07.3(1)B Work Force Qualifi cations for Field
Application of Paint ...............................6-151
6-07.3(2) Submittals ....................................................................6-152
6-07.3(2)A Work Force Qualifi cations Submittal
Component .............................................6-152
6-07.3(2)B Contractor’s Quality Control Program
Submittal Component ............................6-152
6-07.3(2)C Paint System Manufacturer and
Paint System Information Submittal
Component .............................................6-152
6-07.3(2)D Hazardous Waste Containment,
Collection, Testing, and Disposal
Submittal Component ............................6-153
6-07.3(2)E Cleaning and Surface Preparation
Equipment Submittal Component ..........6-153
6-07.3(2)F Paint Application Equipment and
Operations Submittal Component ..........6-153
6-07.3(2)G Painting Plan Meeting ............................6-154
6-07.3(3) Quality Control and Quality Assurance .......................6-154
6-07.3(3)A Quality Control and Quality Assurance
for Shop Application of Paint ................6-154
6-07.3(3)B Quality Control and Quality Assurance
for Field Application of Paint ................6-154
6-07.3(4) Paint System Manufacturer’s Technical
Representative ..............................................................6-155
6-07.3(5) Pre-Painting Conference ..............................................6-155
6-07.3(6) Paint Containers, Storage, and Handling .....................6-155
6-07.3(6)A Paint Containers .....................................6-155
6-07.3(6)B Paint Storage ..........................................6-156
6-07.3(7) Paint Sampling and Testing ..........................................6-156
6-07.3(8) Equipment ....................................................................6-156
6-07.3(8)A Paint Film Thickness Measurement
Gages ......................................................6-156
6-07.3(9) Painting New Steel Structures .....................................6-156
6-07.3(9)A Paint System...........................................6-156
6-07.3(9)B Paint Color .............................................6-157
2010 Standard Specifi cations M 41-10 Page xxvii
CONTENTS
6-07.3(9)C Mixing and Thinning Paint ....................6-157
6-07.3(9)D Coating Thickness ..................................6-157
6-07.3(9)E Surface Temperature Requirements
Prior to Application of Paint ..................6-157
6-07.3(9)F Shop Surface Cleaning and Preparation 6-157
6-07.3(9)G Application of Shop Primer Coat ...........6-157
6-07.3(9)H Containment for Field Coating ..............6-158
6-07.3(9)I Application of Field Coatings ................6-158
6-07.3(10) Painting Existing Steel Structures ................................6-158
6-07.3(10)A Containment ...........................................6-158
6-07.3(10)B Bird Guano, Fungus, and Vegetation
Removal .................................................6-159
6-07.3(10)C Dry Cleaning ..........................................6-159
6-07.3(10)D Surface Preparation Prior to Overcoat
Painting ..................................................6-159
6-07.3(10)E Surface Preparation – Full Paint
Removal .................................................6-160
6-07.3(10)F Collecting, Testing, and Disposal
of Containment Waste ............................6-160
6-07.3(10)G Treatment of Pack Rust and Gaps ..........6-161
6-07.3(10)H Paint System...........................................6-162
6-07.3(10)I Paint Color .............................................6-162
6-07.3(10)J Mixing and Thinning Paint ....................6-162
6-07.3(10)K Coating Thickness ..................................6-163
6-07.3(10)L Environmental Condition Requirements
Prior to Application of Paint ..................6-163
6-07.3(10)M Steel Surface Condition Requirements
Prior to Application of Paint ..................6-163
6-07.3(10)N Field Coating Application Methods .......6-164
6-07.3(10)O Applying Field Coatings ........................6-164
6-07.3(10)P Field Coating Repair ..............................6-165
6-07.3(10)Q Cleanup ..................................................6-166
6-07.3(11) Painting or Powder Coating of Galvanized Surfaces ...6-166
6-07.3(11)A Painting of Galvanized Surfaces ............6-166
6-07.3(11)B Powder Coating of Galvanized Surfaces 6-166
6-07.3(12) Painting Ferry Terminal Structures ..............................6-168
6-07.3(13) Painting Timber Structures ..........................................6-168
6-07.4 Measurement ....................................................................................6-168
6-07.5 Payment ............................................................................................6-169
6-08 WATERPROOFING ......................................................................................6-170
6-08.1 Description .......................................................................................6-170
6-08.2 Materials ..........................................................................................6-170
6-08.3 Construction Requirements ..............................................................6-170
6-08.3(1) Storage of Fabric ..........................................................6-170
6-08.3(2) Preparation of Surface ..................................................6-170
6-08.3(3) Application of Waterproofi ng ......................................6-170
6-08.3(4) Protection Course .........................................................6-171
6-08.4 Measurement ....................................................................................6-171
6-08.5 Payment ............................................................................................6-171
Page xxviii 2010 Standard Specifi cations M 41-10
CONTENTS
6-09 MODIFIED CONCRETE OVERLAYS ......................................................6-172
6-09.1 Description .......................................................................................6-172
6-09.2 Materials ..........................................................................................6-172
6-09.3 Construction Requirements ..............................................................6-173
6-09.3(1) Equipment ....................................................................6-173
6-09.3(1)A Power Driven Hand Tools ......................6-173
6-09.3(1)B Rotary Milling Machines .......................6-173
6-09.3(1)C Hydro-Demolition Machines .................6-173
6-09.3(1)D Shot Blasting Machines .........................6-173
6-09.3(1)E Air Compressor ......................................6-173
6-09.3(1)F Vacuum Machine ...................................6-173
6-09.3(1)G Water Spraying System ..........................6-174
6-09.3(1)H Mobile Mixer for Latex Modifi ed
Concrete .................................................6-174
6-09.3(1)I Ready Mix Trucks for Fly Ash Modifi ed
and Microsilica Modifi ed Concrete .......6-176
6-09.3(1)J Finishing Machine .................................6-176
6-09.3(2) Submittals ....................................................................6-177
6-09.3(3) Concrete Overlay Mixes ..............................................6-177
6-09.3(3)A General ...................................................6-177
6-09.3(3)B Concrete Class M ...................................6-177
6-09.3(3)C Fly Ash Modifi ed Concrete ....................6-178
6-09.3(3)D Microsilica Modifi ed Concrete ..............6-178
6-09.3(3)E Latex Modifi ed Concrete .......................6-178
6-09.3(4) Storing and Handling ...................................................6-178
6-09.3(4)A Aggregate ...............................................6-178
6-09.3(4)B Latex Admixture ....................................6-179
6-09.3(4)C High Molecular Weight Methacrylate
Resin (HMWM) .....................................6-179
6-09.3(5) Scarifying Concrete Surface ........................................6-179
6-09.3(5)A General ...................................................6-179
6-09.3(5)B Testing of Hydro-Demolition and Shot
Blasting Machines ..................................6-179
6-09.3(5)C Hydro-Demolishing ...............................6-180
6-09.3(5)D Shot Blasting ..........................................6-180
6-09.3(5)E Rotomilling ............................................6-180
6-09.3(5)F Repair of Steel Reinforcing Bars
Damaged by Scarifying Operations .......6-180
6-09.3(5)G Cleanup Following Scarifi cation ............6-181
6-09.3(6) Further Deck Preparation .............................................6-181
6-09.3(6)A Equipment for Further Deck
Preparation .............................................6-181
6-09.3(6)B Deck Repair Preparation ........................6-181
6-09.3(6)C Placing Deck Repair Concrete ...............6-182
6-09.3(7) Surface Preparation For Concrete Overlay ..................6-182
6-09.3(8) Quality Assurance ........................................................6-183
6-09.3(8)A Quality Assurance for Microsilica
Modifi ed and Fly Ash Modifi ed
Concrete Overlays ..................................6-183
6-09.3(8)B Quality Assurance for Latex Modifi ed
Concrete Overlays ..................................6-183
2010 Standard Specifi cations M 41-10 Page xxix
CONTENTS
6-09.3(9) Mixing Concrete For Concrete Overlay ......................6-184
6-09.3(9)A Mixing Microsilica Modifi ed or Fly
Ash Modifi ed Concrete ..........................6-184
6-09.3(9)B Mixing Latex Modifi ed Concrete ...........6-184
6-09.3(10) Overlay Profi le and Screed Rails .................................6-184
6-09.3(10)A Survey of Existing Bridge Deck Prior
To Scarifi cation .....................................6-184
6-09.3(10)B Establishing Finish Overlay Profi le .......6-185
6-09.3(11) Placing Concrete Overlay ............................................6-186
6-09.3(12) Finishing Concrete Overlay .........................................6-187
6-09.3(13) Curing Concrete Overlay .............................................6-188
6-09.3(14) Checking for Bond .......................................................6-188
6-09.4 Measurement ....................................................................................6-188
6-09.5 Payment ............................................................................................6-189
6-10 CONCRETE BARRIER ...............................................................................6-190
6-10.1 Description .......................................................................................6-190
6-10.2 Materials ..........................................................................................6-190
6-10.3 Construction Requirements ..............................................................6-190
6-10.3(1) Precast Concrete Barrier ..............................................6-190
6-10.3(2) Cast-In-Place Concrete Barrier ....................................6-191
6-10.3(3) Removing and Resetting Permanent Concrete Barrier 6-192
6-10.3(4) Joining Precast Concrete Barrier to Cast-In-Place
Barrier ..........................................................................6-192
6-10.3(5) Temporary Concrete Barrier ........................................6-192
6-10.3(6) Placing Concrete Barrier ..............................................6-193
6-10.4 Measurement ....................................................................................6-193
6-10.5 Payment ............................................................................................6-193
6-11 REINFORCED CONCRETE WALLS ........................................................6-195
6-11.1 Description .......................................................................................6-195
6-11.2 Materials ..........................................................................................6-195
6-11.3 Construction Requirements ..............................................................6-195
6-11.3(1) Submittals ....................................................................6-195
6-11.3(2) Excavation and Foundation Preparation ......................6-195
6-11.3(3) Precast Concrete Wall Stem Panels..............................6-196
6-11.3(4) Cast-In-Place Concrete Construction ...........................6-197
6-11.3(5) Backfi ll, Weepholes and Gutters ..................................6-197
6-11.3(6) Traffi c Barrier and Pedestrian Barrier ..........................6-197
6-11.4 Measurement ....................................................................................6-197
6-11.5 Payment ............................................................................................6-197
6-12 NOISE BARRIER WALLS ...........................................................................6-199
6-12.1 Description .......................................................................................6-199
6-12.2 Materials ..........................................................................................6-199
6-12.3 Construction Requirements ..............................................................6-199
6-12.3(1) Submittals ....................................................................6-199
6-12.3(2) Work Access and Site Preparation ...............................6-200
6-12.3(3) Shaft Construction .......................................................6-200
6-12.3(4) Trench, Grade Beam, or Spread Footing Construction 6-201
6-12.3(5) Cast-In-Place Concrete Panel Construction .................6-201
6-12.3(6) Precast Concrete Panel Fabrication and Erection ........6-201
6-12.3(7) Masonry Wall Construction .........................................6-202
6-12.3(8) Fabricating and Erecting Timber Noise Barrier
Wall Panels ...................................................................6-202
Page xxx 2010 Standard Specifi cations M 41-10
CONTENTS
6-12.3(9) Access Doors and Concrete Landing Pads ..................6-203
6-12.3(10) Finish Ground Line Dressing .......................................6-203
6-12.4 Measurement ....................................................................................6-203
6-12.5 Payment ............................................................................................6-203
6-13 STRUCTURAL EARTH WALLS ................................................................6-204
6-13.1 Description .......................................................................................6-204
6-13.2 Materials ..........................................................................................6-204
6-13.3 Construction Requirements ..............................................................6-204
6-13.3(1) Quality Assurance ........................................................6-204
6-13.3(2) Submittals ....................................................................6-205
6-13.3(3) Excavation and Foundation Preparation ......................6-207
6-13.3(4) Precast Concrete Facing Panel and Concrete
Block Fabrication .........................................................6-207
6-13.3(5) Precast Concrete Facing Panel and Concrete
Block Erection .............................................................6-209
6-13.3(6) Welded Wire Faced Structural Earth Wall Erection .....6-209
6-13.3(7) Backfi ll .........................................................................6-210
6-13.3(8) Guardrail Placement .....................................................6-211
6-13.3(9) SEW Traffi c Barrier and SEW Pedestrian Barrier .......6-211
6-13.4 Measurement ....................................................................................6-211
6-13.5 Payment ............................................................................................6-212
6-14 GEOSYNTHETIC RETAINING WALLS ..................................................6-213
6-14.1 Description .......................................................................................6-213
6-14.2 Materials ..........................................................................................6-213
6-14.3 Construction Requirements ..............................................................6-213
6-14.3(1) Quality Assurance ........................................................6-213
6-14.3(2) Submittals ....................................................................6-213
6-14.3(3) Excavation and Foundation Preparation ......................6-214
6-14.3(4) Erection and Backfi ll ....................................................6-214
6-14.3(5) Guardrail Placement .....................................................6-215
6-14.3(6) Permanent Facing .........................................................6-215
6-14.3(7) Geosynthetic Retaining Wall Traffi c Barrier and
Geosynthetic Retaining Wall Pedestrian Barrier..........6-216
6-14.4 Measurement ....................................................................................6-216
6-14.5 Payment ............................................................................................6-216
6-15 SOIL NAIL WALLS ......................................................................................6-218
6-15.1 Description .......................................................................................6-218
6-15.2 Materials ..........................................................................................6-218
6-15.3 Construction Requirements ..............................................................6-218
6-15.3(1) General Description .....................................................6-218
6-15.3(2) Contractor’s Experience Requirements .......................6-218
6-15.3(3) Submittals ....................................................................6-218
6-15.3(4) Preconstruction Conference .........................................6-219
6-15.3(5) Earthwork .....................................................................6-220
6-15.3(6) Soil Nailing ..................................................................6-220
6-15.3(7) Shotcrete Facing ...........................................................6-221
6-15.3(8) Soil Nail Testing and Acceptance ................................6-222
6-15.3(8)A Verifi cation Testing ................................6-223
6-15.3(8)B Proof Testing ..........................................6-224
6-15.3(9) Concrete Fascia Panels ................................................6-225
6-15.4 Measurement ....................................................................................6-225
6-15.5 Payment ............................................................................................6-226
2010 Standard Specifi cations M 41-10 Page xxxi
CONTENTS
6-16 SOLDIER PILE AND SOLDIER PILE TIEBACK WALLS ....................6-227
6-16.1 Description .......................................................................................6-227
6-16.2 Materials ..........................................................................................6-227
6-16.3 Construction Requirements ..............................................................6-227
6-16.3(1) Quality Assurance ........................................................6-227
6-16.3(2) Submittals ....................................................................6-227
6-16.3(3) Shaft Excavation ..........................................................6-228
6-16.3(4) Installing Soldier Piles .................................................6-229
6-16.3(5) Backfi lling Shaft ..........................................................6-229
6-16.3(6) Designing and Installing Lagging, and Installing
Permanent Ground Anchors .........................................6-230
6-16.3(6)A Soil Classifi cation ..................................6-230
6-16.3(6)B Temporary Lagging ................................6-231
6-16.3(6)C Permanent Lagging ................................6-232
6-16.3(6)D Installing Lagging and Permanent
Ground Anchors .....................................6-232
6-16.3(7) Prefabricated Drainage Mat .........................................6-233
6-16.3(8) Concrete Fascia Panel ..................................................6-233
6-16.4 Measurement ....................................................................................6-233
6-16.5 Payment ............................................................................................6-234
6-17 PERMANENT GROUND ANCHORS ........................................................6-235
6-17.1 Description .......................................................................................6-235
6-17.2 Materials ..........................................................................................6-235
6-17.3 Construction Requirements ..............................................................6-235
6-17.3(1) Defi nitions ....................................................................6-235
6-17.3(2) Contractor Experience Requirements ..........................6-235
6-17.3(3) Submittals ....................................................................6-236
6-17.3(4) Preconstruction Conference .........................................6-237
6-17.3(5) Tendon Fabrication ......................................................6-237
6-17.3(6) Tendon Storage And Handling .....................................6-239
6-17.3(7) Installing Permanent Ground Anchors .........................6-239
6-17.3(8) Testing And Stressing ..................................................6-240
6-17.3(8)A Verifi cation Testing ................................6-241
6-17.3(8)B Performance Testing ..............................6-241
6-17.3(8)C Proof Testing ..........................................6-243
6-17.3(9) Permanent Ground Anchor Acceptance Criteria ..........6-243
6-17.4 Measurement ....................................................................................6-244
6-17.5 Payment ............................................................................................6-244
6-18 SHOTCRETE FACING ................................................................................6-245
6-18.1 Description .......................................................................................6-245
6-18.2 Materials ..........................................................................................6-245
6-18.3 Construction Requirements ..............................................................6-245
6-18.3(1) Submittals ....................................................................6-245
6-18.3(2) Mix Design...................................................................6-245
6-18.3(3) Testing ..........................................................................6-245
6-18.3(3)A Pre-production Testing ...........................6-246
6-18.3(3)B Production Testing .................................6-246
6-18.3(4) Qualifi cations of Contractor’s Personnel .....................6-246
6-18.3(5) Placing Wire Reinforcement ........................................6-247
6-18.3(6) Alignment Control .......................................................6-247
6-18.3(7) Shotcrete Application ...................................................6-247
6-18.3(8) Shotcrete Finishing ......................................................6-248
6-18.4 Measurement ....................................................................................6-248
6-18.5 Payment ............................................................................................6-248
Page xxxii 2010 Standard Specifi cations M 41-10
CONTENTS
DIVISION 7
DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS,
WATER MAINS, AND CONDUITS
7-01 DRAINS ..............................................................................................................7-1
7-01.1 Description ...........................................................................................7-1
7-01.2 Materials ..............................................................................................7-1
7-01.3 Construction Requirements ..................................................................7-1
7-01.3(1) Drain Pipe ........................................................................7-2
7-01.3(2) Underdrain Pipe ...............................................................7-2
7-01.4 Measurement ........................................................................................7-2
7-01.5 Payment ................................................................................................7-2
7-02 CULVERTS ........................................................................................................7-3
7-02.1 Description ...........................................................................................7-3
7-02.2 Materials ..............................................................................................7-3
7-02.3 Construction Requirements ..................................................................7-5
7-02.3(1) Placing Culvert Pipe — General ......................................7-5
7-02.3(2) Installation of Metal End Sections ...................................7-5
7-02.3(3) Headwalls .........................................................................7-5
7-02.3(4) Removing and Relaying Culverts ....................................7-5
7-02.3(5) Safety Bars for Culvert Pipe ............................................7-6
7-02.4 Measurement ........................................................................................7-6
7-02.5 Payment ................................................................................................7-6
7-03 STRUCTURAL PLATE PIPE, PIPE ARCH, ARCH, AND UNDERPASS ..7-7
7-03.1 Description ...........................................................................................7-7
7-03.2 Materials ..............................................................................................7-7
7-03.3 Construction Requirements ..................................................................7-7
7-03.3(1) Foundations, General .......................................................7-7
7-03.3(1)A Structural Plate Pipe, Pipe Arch, and
Underpass ...................................................7-7
7-03.3(1)B Structural Plate Arch ..................................7-8
7-03.3(2) Assembling ......................................................................7-8
7-03.3(3) Backfi lling ........................................................................7-8
7-03.3(4) Invert Treatment ...............................................................7-8
7-03.3(5) Headwalls .........................................................................7-8
7-03.3(6) Safety Bars for Culvert Pipe ............................................7-8
7-03.4 Measurement ........................................................................................7-8
7-03.5 Payment ................................................................................................7-9
7-04 STORM SEWERS ...........................................................................................7-10
7-04.1 Description .........................................................................................7-10
7-04.2 Materials ............................................................................................7-10
7-04.3 Construction Requirements ................................................................7-12
7-04.3(1) Cleaning and Testing ......................................................7-12
7-04.3(1)A General .....................................................7-12
7-04.3(1)B Exfi ltration Test — Storm Sewers ...........7-12
7-04.3(1)C Infi ltration Test — Storm Sewers .............7-12
7-04.3(1)D Other Test Allowances —
Storm Sewers ...........................................7-12
7-04.3(1)E Low Pressure Air Test for Storm
Sewers Constructed of Air-
Permeable Materials .................................7-12
7-04.3(1)F Low Pressure Air Test for Storm
Sewers Constructed of Non Air
Permeable Materials .................................7-13
2010 Standard Specifi cations M 41-10 Page xxxiii
CONTENTS
7-04.4 Measurement ......................................................................................7-13
7-04.5 Payment ..............................................................................................7-13
7-05 MANHOLES, INLETS, CATCH BASINS, AND DRYWELLS ..................7-14
7-05.1 Description .........................................................................................7-14
7-05.2 Materials ............................................................................................7-14
7-05.3 Construction Requirements ................................................................7-14
7-05.3(1) Adjusting Manholes and Catch Basins to Grade ...........7-15
7-05.3(2) Abandon Existing Manholes ..........................................7-15
7-05.3(3) Connections to Existing Manholes ................................7-16
7-05.3(4) Drop Manhole Connection .............................................7-16
7-05.4 Measurement ......................................................................................7-16
7-05.5 Payment ..............................................................................................7-16
7-06 VACANT ...........................................................................................................7-18
7-07 CLEANING EXISTING DRAINAGE STRUCTURES ...............................7-19
7-07.1 Description .........................................................................................7-19
7-07.2 Vacant .................................................................................................7-19
7-07.3 Construction Requirements ................................................................7-19
7-07.4 Measurement ......................................................................................7-19
7-07.5 Payment ..............................................................................................7-19
7-08 GENERAL PIPE INSTALLATION REQUIREMENTS .............................7-20
7-08.1 Description .........................................................................................7-20
7-08.2 Materials ............................................................................................7-20
7-08.3 Construction Requirements ................................................................7-20
7-08.3(1) Excavation and Preparation of Trench ...........................7-20
7-08.3(1)A Trenches ...................................................7-20
7-08.3(1)B Shoring .....................................................7-21
7-08.3(1)C Bedding the Pipe ......................................7-21
7-08.3(2) Laying Pipe ....................................................................7-22
7-08.3(2)A Survey Line and Grade ............................7-22
7-08.3(2)B Pipe Laying — General ...........................7-22
7-08.3(2)C Pipe Laying — Concrete ..........................7-22
7-08.3(2)D Pipe Laying — Steel or Aluminum ..........7-23
7-08.3(2)E Rubber Gasketed Joints ............................7-23
7-08.3(2)F Plugs and Connections .............................7-23
7-08.3(2)G Jointing of Dissimilar Pipe.......................7-23
7-08.3(2)H Sewer Line Connections ..........................7-23
7-08.3(2)I Side Sewer Connections ..........................7-24
7-08.3(3) Backfi lling ......................................................................7-24
7-08.3(4) Plugging Existing Pipe ...................................................7-24
7-08.4 Measurement ......................................................................................7-25
7-08.5 Payment ..............................................................................................7-25
7-09 WATER MAINS ...............................................................................................7-26
7-09.1 Description .........................................................................................7-26
7-09.1(1) Defi nitions ......................................................................7-26
7-09.1(1)A Trench Widths ..........................................7-26
7-09.1(1)B Unsuitable Material ..................................7-26
7-09.1(1)C Gravel Backfi ll for Pipe Zone Bedding ...7-26
7-09.1(1)D Pipe Zone Backfi ll ....................................7-26
7-09.1(1)E Trench Backfi ll .........................................7-26
7-09.2 Materials ............................................................................................7-26
7-09.3 Construction Requirements ................................................................7-27
7-09.3(1) General ...........................................................................7-27
7-09.3(2) Ungraded Streets ............................................................7-27
7-09.3(3) Clearing and Grubbing in Ungraded Streets ..................7-28
Page xxxiv 2010 Standard Specifi cations M 41-10
CONTENTS
7-09.3(4) Removal of Existing Street Improvements ....................7-28
7-09.3(5) Grade and Alignment .....................................................7-28
7-09.3(6) Existing Utilities ............................................................7-28
7-09.3(7) Trench Excavation .........................................................7-28
7-09.3(7)A Dewatering of Trench ..............................7-29
7-09.3(7)B Rock Excavation ......................................7-29
7-09.3(7)C Extra Trench Excavation ..........................7-29
7-09.3(8) Removal and Replacement of Unsuitable Materials ......7-30
7-09.3(9) Bedding the Pipe ............................................................7-30
7-09.3(10) Backfi lling Trenches ......................................................7-30
7-09.3(11) Compaction of Backfi ll ..................................................7-30
7-09.3(12) General Pipe Installation ................................................7-31
7-09.3(13) Handling of Pipe ............................................................7-31
7-09.3(14) Cutting Pipe ...................................................................7-31
7-09.3(15) Laying of Pipe on Curves ..............................................7-31
7-09.3(15)A Ductile Iron Pipe ......................................7-31
7-09.3(15)B Polyvinyl Chloride (PVC) Pipe
(4-Inches and Over) .................................7-32
7-09.3(16) Cleaning and Assembling Joint ......................................7-32
7-09.3(17) Laying Ductile Iron Pipe with Polyethylene
Encasement ....................................................................7-32
7-09.3(18) Coupled Pipe 4-inches in Diameter and Larger .............7-32
7-09.3(19) Connections ....................................................................7-32
7-09.3(19)A Connections to Existing Mains ................7-32
7-09.3(19)B Maintaining Service .................................7-33
7-09.3(20) Detectable Marking Tape ...............................................7-33
7-09.3(21) Concrete Thrust Blocking ..............................................7-33
7-09.3(22) Blowoff Assemblies .......................................................7-34
7-09.3(23) Hydrostatic Pressure Test ...............................................7-34
7-09.3(23)A Testing Extensions From Existing Mains 7-35
7-09.3(23)B Testing Section with Hydrants Installed ..7-35
7-09.3(23)C Testing Hydrants Installed on Existing
Mains........................................................7-36
7-09.3(24) Disinfection of Water Mains ..........................................7-36
7-09.3(24)A Flushing....................................................7-36
7-09.3(24)B Requirement of Chlorine ..........................7-36
7-09.3(24)C Form of Applied Chlorine ........................7-36
7-09.3(24)D Dry Calcium Hypochlorite .......................7-36
7-09.3(24)E Liquid Chlorine ........................................7-37
7-09.3(24)F Chlorine-Bearing Compounds in Water ...7-37
7-09.3(24)G Sodium Hypochlorite ...............................7-37
7-09.3(24)H Point of Application .................................7-37
7-09.3(24)I Rate of Application ..................................7-37
7-09.3(24)J Preventing Reverse Flow .........................7-37
7-09.3(24)K Retention Period .......................................7-37
7-09.3(24)L Chlorinating Valves, Hydrants, and
Appurtenances ..........................................7-37
7-09.3(24)M Chlorinating Connections to Existing
Water Mains and Water Service
Connections ..............................................7-38
7-09.3(24)N Final Flushing and Testing .......................7-38
7-09.3(24)O Repetition of Flushing and Testing ..........7-38
7-09.4 Measurement ......................................................................................7-38
7-09.5 Payment ..............................................................................................7-39
2010 Standard Specifi cations M 41-10 Page xxxv
CONTENTS
7-10 VACANT ...........................................................................................................7-40
7-11 VACANT ...........................................................................................................7-41
7-12 VALVES FOR WATER MAINS .....................................................................7-42
7-12.1 Description .........................................................................................7-42
7-12.2 Materials ............................................................................................7-42
7-12.3 Construction Requirements ................................................................7-42
7-12.3(1) Installation of Valve Marker Post...................................7-43
7-12.4 Measurement ......................................................................................7-43
7-12.5 Payment ..............................................................................................7-43
7-13 VACANT ...........................................................................................................7-44
7-14 HYDRANTS .....................................................................................................7-45
7-14.1 Description .........................................................................................7-45
7-14.2 Materials ............................................................................................7-45
7-14.3 Construction Requirements ................................................................7-45
7-14.3(1) Setting Hydrants .............................................................7-45
7-14.3(2) Hydrant Connections .....................................................7-45
7-14.3(2)A Hydrant Restraints ...................................7-45
7-14.3(2)B Auxiliary Gate Valves and Valve Boxes ..7-46
7-14.3(2)C Hydrant Guard Posts ................................7-46
7-14.3(3) Resetting Existing Hydrants ..........................................7-46
7-14.3(4) Moving Existing Hydrants .............................................7-46
7-14.3(5) Reconnecting Existing Hydrants ....................................7-46
7-14.3(6) Hydrant Extensions ........................................................7-46
7-14.4 Measurement ......................................................................................7-47
7-14.5 Payment ..............................................................................................7-47
7-15 SERVICE CONNECTIONS ...........................................................................7-48
7-15.1 Description .........................................................................................7-48
7-15.2 Materials ............................................................................................7-48
7-15.3 Construction Requirements ................................................................7-48
7-15.3(1) Flushing and Disinfection ..............................................7-48
7-15.4 Measurement ......................................................................................7-49
7-15.5 Payment ..............................................................................................7-49
7-16 VACANT ...........................................................................................................7-50
7-17 SANITARY SEWERS ......................................................................................7-51
7-17.1 Description .........................................................................................7-51
7-17.2 Materials ............................................................................................7-51
7-17.3 Construction Requirements ................................................................7-51
7-17.3(1) Protection of Existing Sewerage Facilities ....................7-51
7-17.3(2) Cleaning and Testing ......................................................7-52
7-17.3(2)A General .....................................................7-52
7-17.3(2)B Exfi ltration Test ........................................7-52
7-17.3(2)C Infi ltration Test .........................................7-53
7-17.3(2)D Other Test Allowances .............................7-53
7-17.3(2)E Low Pressure Air Test for Sanitary
Sewers Constructed of Air Permeable
Materials ..................................................7-53
7-17.3(2)F Low Pressure Air Test for Sanitary
Sewers Constructed of Non Air
Permeable Materials .................................7-54
7-17.3(2)G Defl ection Test for Thermoplastic Pipe....7-54
7-17.3(2)H Television Inspection ...............................7-55
7-17.4 Measurement ......................................................................................7-55
7-17.5 Payment ..............................................................................................7-56
Page xxxvi 2010 Standard Specifi cations M 41-10
CONTENTS
7-18 SIDE SEWERS.................................................................................................7-57
7-18.1 Description .........................................................................................7-57
7-18.2 Materials ............................................................................................7-57
7-18.3 Construction Requirements ................................................................7-57
7-18.3(1) General ...........................................................................7-57
7-18.3(2) Fittings ...........................................................................7-57
7-18.3(3) Testing ............................................................................7-57
7-18.3(4) Extending Side Sewers Into Private Property ................7-57
7-18.3(5) End Pipe Marker ............................................................7-57
7-18.4 Measurement ......................................................................................7-58
7-18.5 Payment ..............................................................................................7-58
7-19 SEWER CLEANOUTS ...................................................................................7-59
7-19.1 Description .........................................................................................7-59
7-19.2 Materials ............................................................................................7-59
7-19.3 Construction Requirements ................................................................7-59
7-19.4 Measurement ......................................................................................7-59
7-19.5 Payment ..............................................................................................7-59
2010 Standard Specifi cations M 41-10 Page xxxvii
CONTENTS
DIVISION 8
MISCELLANEOUS CONSTRUCTION
8-01 EROSION CONTROL AND WATER POLLUTION CONTROL ...............8-1
8-01.1 Description ...........................................................................................8-1
8-01.2 Materials ..............................................................................................8-1
8-01.3 Construction Requirements ..................................................................8-1
8-01.3(1) General .............................................................................8-1
8-01.3(1)A Submittals ..................................................8-2
8-01.3(1)B Erosion and Sediment Control (ESC) Lead 8-2
8-01.3(1)C Water Management ....................................8-3
8-01.3(1)D Dispersion/Infi ltration ................................8-4
8-01.3(1)E Detention/Retention Pond Construction ....8-4
8-01.3(2) Seeding, Fertilizing, and Mulching ..................................8-4
8-01.3(2)A Preparation For Application .......................8-4
8-01.3(2)B Seeding and Fertilizing ..............................8-4
8-01.3(2)C Liming ........................................................8-5
8-01.3(2)D Mulching ....................................................8-5
8-01.3(2)E Tacking Agent and Soil Binders ................8-5
8-01.3(2)F Dates for Application of Final Seed,
Fertilizer, and Mulch ..................................8-6
8-01.3(2)G Protection and Care of Seeded Areas .........8-6
8-01.3(2)H Inspection ...................................................8-7
8-01.3(2)I Mowing ......................................................8-7
8-01.3(3) Placing Erosion Control Blanket .....................................8-7
8-01.3(4) Placing Compost Blanket .................................................8-7
8-01.3(5) Placing Plastic Covering ..................................................8-8
8-01.3(6) Check Dams .....................................................................8-8
8-01.3(6)A Geotextile-Encased Check Dam ................8-8
8-01.3(6)B Rock Check Dam .......................................8-8
8-01.3(6)C Sandbag Check Dam ..................................8-8
8-01.3(6)D Wattle Check Dam .....................................8-8
8-01.3(6)E Coir Log .....................................................8-8
8-01.3(7) Stabilized Construction Entrance .....................................8-8
8-01.3(8) Street Cleaning .................................................................8-8
8-01.3(9) Sediment Control Barriers ...............................................8-9
8-01.3(9)A Silt Fence ...................................................8-9
8-01.3(9)B Gravel Filter, Wood Chip or Compost
Berm ...........................................................8-9
8-01.3(9)C Straw Bale Barrier ......................................8-9
8-01.3(9)D Inlet Protection ...........................................8-9
8-01.3(10) Wattles ............................................................................8-10
8-01.3(11) Vacant .............................................................................8-10
8-01.3(12) Compost Sock ................................................................8-10
8-01.3(13) Temporary Curb .............................................................8-10
8-01.3(14) Temporary Pipe Slope Drain ..........................................8-11
8-01.3(15) Maintenance ...................................................................8-11
8-01.3(16) Removal .........................................................................8-11
8-01.4 Measurement ......................................................................................8-11
8-01.5 Payment ..............................................................................................8-12
Page xxxviii 2010 Standard Specifi cations M 41-10
CONTENTS
8-02 ROADSIDE RESTORATION .......................................................................8-14
8-02.1 Description .........................................................................................8-14
8-02.2 Materials ............................................................................................8-14
8-02.3 Construction Requirements ................................................................8-14
8-02.3(1) Responsibility During Construction ..............................8-14
8-02.3(2) Roadside Work Plan .......................................................8-14
8-02.3(2)A Chemical Pesticides .................................8-15
8-02.3(2)B Weed Control ...........................................8-16
8-02.3(3) Planting Area Weed Control...........................................8-16
8-02.3(4) Topsoil ............................................................................8-16
8-02.3(4)A Topsoil Type A .........................................8-16
8-02.3(4)B Topsoil Type B .........................................8-16
8-02.3(4)C Topsoil Type C .........................................8-17
8-02.3(5) Planting Area Preparation ..............................................8-17
8-02.3(6) Soil Amendments ...........................................................8-17
8-02.3(7) Layout of Planting ..........................................................8-17
8-02.3(8) Planting ..........................................................................8-18
8-02.3(9) Pruning, Staking, Guying, and Wrapping ......................8-18
8-02.3(10) Fertilizers .......................................................................8-19
8-02.3(11) Bark or Wood Chip Mulch .............................................8-19
8-02.3(12) Completion of Initial Planting .......................................8-19
8-02.3(13) Plant Establishment ........................................................8-19
8-02.3(14) Plant Replacement .........................................................8-20
8-02.3(15) Live Fascines .................................................................8-20
8-02.3(16) Lawn Installation ...........................................................8-21
8-02.3(16)A Lawn Installation .....................................8-21
8-02.3(16)B Lawn Establishment .................................8-21
8-02.3(16)C Lawn Mowing ..........................................8-22
8-02.4 Measurement ......................................................................................8-22
8-02.5 Payment ..............................................................................................8-22
8-03 IRRIGATION SYSTEMS ...............................................................................8-25
8-03.1 Description .........................................................................................8-25
8-03.2 Materials ............................................................................................8-25
8-03.3 Construction Requirements ................................................................8-25
8-03.3(1) Layout of Irrigation System ...........................................8-25
8-03.3(2) Excavation ......................................................................8-25
8-03.3(3) Piping .............................................................................8-26
8-03.3(4) Jointing ...........................................................................8-26
8-03.3(5) Installation ......................................................................8-27
8-03.3(6) Electrical Wire Installation ............................................8-27
8-03.3(7) Flushing and Testing ......................................................8-27
8-03.3(8) Adjusting System ...........................................................8-28
8-03.3(9) Backfi ll ...........................................................................8-28
8-03.3(10) As Built Plans ................................................................8-28
8-03.3(11) System Operation ...........................................................8-29
8-03.3(12) Cross Connection Control Device Installation ..............8-29
8-03.3(13) Irrigation Water Service .................................................8-30
8-03.3(14) Irrigation Electrical Service ...........................................8-30
8-03.4 Measurement ......................................................................................8-30
8-03.5 Payment ..............................................................................................8-30
2010 Standard Specifi cations M 41-10 Page xxxix
CONTENTS
8-04 CURBS, GUTTERS, AND SPILLWAYS .......................................................8-31
8-04.1 Description .........................................................................................8-31
8-04.2 Materials ............................................................................................8-31
8-04.3 Construction Requirements ................................................................8-31
8-04.3(1) Cement Concrete Curbs, Gutters, and Spillways ...........8-31
8-04.3(1)A Extruded Cement Concrete Curb .............8-32
8-04.3(2) Extruded Asphalt Concrete Curbs, and Gutters .............8-32
8-04.3(3) Vacant .............................................................................8-32
8-04.3(4) Metal Spillways .............................................................8-32
8-04.3(5) Spillways at Bridge Ends ...............................................8-33
8-04.4 Measurement ......................................................................................8-33
8-04.5 Payment ..............................................................................................8-33
8-05 VACANT ...........................................................................................................8-34
8-06 CEMENT CONCRETE DRIVEWAY ENTRANCES ..................................8-35
8-06.1 Description .........................................................................................8-35
8-06.2 Materials ............................................................................................8-35
8-06.3 Construction Requirements ................................................................8-35
8-06.4 Measurement ......................................................................................8-35
8-06.5 Payment ..............................................................................................8-35
8-07 PRECAST TRAFFIC CURB AND BLOCK TRAFFIC CURB ..................8-36
8-07.1 Description .........................................................................................8-36
8-07.2 Materials ............................................................................................8-36
8-07.3 Construction Requirements ................................................................8-36
8-07.3(1) Installing Curbs ..............................................................8-36
8-07.3(2) Painting of Curbs ...........................................................8-37
8-07.4 Measurement ......................................................................................8-37
8-07.5 Payment ..............................................................................................8-37
8-08 RUMBLE STRIPS ...........................................................................................8-38
8-08.1 Description .........................................................................................8-38
8-08.2 Vacant .................................................................................................8-38
8-08.3 Construction Requirements ................................................................8-38
8-08.4 Measurement ......................................................................................8-38
8-08.5 Payment ..............................................................................................8-38
8-09 RAISED PAVEMENT MARKERS ................................................................8-39
8-09.1 Description .........................................................................................8-39
8-09.2 Materials ............................................................................................8-39
8-09.3 Construction Requirements ................................................................8-39
8-09.3(1) Surface Preparation ........................................................8-39
8-09.3(2) Marker Preparation ........................................................8-39
8-09.3(3) Adhesive Preparation .....................................................8-39
8-09.3(4) Application Procedure ...................................................8-40
8-09.3(4)A Epoxy Adhesives ......................................8-40
8-09.3(4)B Asphalt Adhesives ....................................8-40
8-09.3(5) Recessed Pavement Marker ...........................................8-40
8-09.4 Measurement ......................................................................................8-40
8-09.5 Payment ..............................................................................................8-41
8-10 GUIDE POSTS .................................................................................................8-42
8-10.1 Description ........................................................................................8-42
8-10.2 Materials ............................................................................................8-42
8-10.3 Construction Requirements ................................................................8-42
8-10.4 Measurement ......................................................................................8-42
8-10.5 Payment ..............................................................................................8-42
Page xl 2010 Standard Specifi cations M 41-10
CONTENTS
8-11 GUARDRAIL ...................................................................................................8-43
8-11.1 Description .........................................................................................8-43
8-11.2 Materials ............................................................................................8-43
8-11.3 Construction Requirements ................................................................8-43
8-11.3(1) Beam Guardrail ..............................................................8-43
8-11.3(1)A Erection of Posts ......................................8-43
8-11.3(1)B Vacant .......................................................8-43
8-11.3(1)C Erection of Rail ........................................8-43
8-11.3(1)D Terminal and Anchor Installation .............8-44
8-11.3(1)E Plans .........................................................8-44
8-11.3(2) Guardrail Construction Exposed to Traffi c ....................8-44
8-11.3(3) Access Control Gates .....................................................8-44
8-11.3(4) Removing Guardrail and Guardrail Anchor ...................8-44
8-11.3(5) Raising Guardrail ...........................................................8-45
8-11.4 Measurement ......................................................................................8-45
8-11.5 Payment ..............................................................................................8-46
8-12 CHAIN LINK FENCE AND WIRE FENCE ................................................8-47
8-12.1 Description .........................................................................................8-47
8-12.2 Materials ............................................................................................8-47
8-12.3 Construction Requirements ................................................................8-47
8-12.3(1) Chain Link Fence and Gates ..........................................8-47
8-12.3(1)A Posts .........................................................8-47
8-12.3(1)B Top Rail ....................................................8-48
8-12.3(1)C Tension Wire and Tension Cable..............8-48
8-12.3(1)D Chain Link Fabric ....................................8-48
8-12.3(1)E Chain Link Gates .....................................8-49
8-12.3(2) Wire Fence and Gates ....................................................8-49
8-12.3(2)A Posts .........................................................8-49
8-12.3(2)B Barbed Wire and Wire Mesh ....................8-50
8-12.3(2)C Vertical Cinch Stays .................................8-51
8-12.3(2)D Wire Gates ................................................8-51
8-12.4 Measurement ......................................................................................8-51
8-12.5 Payment ..............................................................................................8-51
8-13 MONUMENT CASES .....................................................................................8-52
8-13.1 Description .........................................................................................8-52
8-13.2 Materials ............................................................................................8-52
8-13.3 Construction Requirements ................................................................8-52
8-13.4 Measurement ......................................................................................8-52
8-13.5 Payment ..............................................................................................8-52
8-14 CEMENT CONCRETE SIDEWALKS ..........................................................8-53
8-14.1 Description .........................................................................................8-53
8-14.2 Materials ............................................................................................8-53
8-14.3 Construction Requirements ................................................................8-53
8-14.3(1) Excavation ......................................................................8-53
8-14.3(2) Forms .............................................................................8-53
8-14.3(3) Placing and Finishing Concrete .....................................8-53
8-14.3(4) Curing ............................................................................8-54
8-14.3(5) Curb Ramp Detectable Warning Surface Retrofi t ..........8-54
8-14.4 Measurement ......................................................................................8-54
8-14.5 Payment ..............................................................................................8-54
2010 Standard Specifi cations M 41-10 Page xli
CONTENTS
8-15 RIPRAP .............................................................................................................8-55
8-15.1 Description .........................................................................................8-55
8-15.2 Materials ............................................................................................8-55
8-15.3 Construction Requirements ................................................................8-55
8-15.3(1) Excavation for Riprap ....................................................8-55
8-15.3(2) Loose Riprap ..................................................................8-55
8-15.3(3) Hand Placed Riprap .......................................................8-55
8-15.3(4) Sack Riprap ....................................................................8-56
8-15.3(5) Vacant .............................................................................8-56
8-15.3(6) Quarry Spalls .................................................................8-56
8-15.3(7) Filter Blanket .................................................................8-56
8-15.4 Measurement ......................................................................................8-56
8-15.5 Payment ..............................................................................................8-57
8-16 CONCRETE SLOPE PROTECTION ...........................................................8-58
8-16.1 Description .........................................................................................8-58
8-16.2 Materials ............................................................................................8-58
8-16.3 Construction Requirements ................................................................8-58
8-16.3(1) Footing and Preparation of Slope ..................................8-58
8-16.3(2) Placing Semi-Open Concrete Masonry Units ................8-58
8-16.3(3) Poured in Place Cement Concrete ..................................8-58
8-16.3(4) Pneumatically Placed Concrete ......................................8-59
8-16.4 Measurement ......................................................................................8-59
8-16.5 Payment ..............................................................................................8-59
8-17 IMPACT ATTENUATOR SYSTEMS ............................................................8-60
8-17.1 Description .........................................................................................8-60
8-17.2 Materials ............................................................................................8-60
8-17.3 Construction Requirements ................................................................8-60
8-17.4 Measurement ......................................................................................8-60
8-17.5 Payment ..............................................................................................8-61
8-18 MAILBOX SUPPORT.....................................................................................8-62
8-18.1 Description .........................................................................................8-62
8-18.2 Materials ............................................................................................8-62
8-18.3 Construction Requirements ................................................................8-62
8-18.3(1) Type 3 Mailbox Support ................................................8-62
8-18.4 Measurement ......................................................................................8-63
8-18.5 Payment ..............................................................................................8-63
8-19 VACANT ...........................................................................................................8-64
8-20 ILLUMINATION, TRAFFIC SIGNAL SYSTEMS, AND ELECTRICAL 8-65
8-20.1 Description .........................................................................................8-65
8-20.1(1) Regulations and Code ....................................................8-65
8-20.1(2) Industry Codes and Standards ........................................8-65
8-20.2 Materials ............................................................................................8-66
8-20.2(1) Equipment List and Drawings .......................................8-66
8-20.3 Construction Requirements ................................................................8-67
8-20.3(1) General ...........................................................................8-67
8-20.3(2) Excavating and Backfi lling ............................................8-68
8-20.3(3) Removing and Replacing Improvements .......................8-68
8-20.3(4) Foundations ....................................................................8-68
8-20.3(5) Conduit ...........................................................................8-70
8-20.3(6) Junction Boxes ,Cable Vaults, and Pull boxes ...............8-75
8-20.3(7) Messenger Cable, Fittings ..............................................8-76
8-20.3(8) Wiring ............................................................................8-76
8-20.3(9) Bonding, Grounding ......................................................8-78
Page xlii 2010 Standard Specifi cations M 41-10
CONTENTS
8-20.3(10) Services transformer, Intelligent Transportation
System Cabinet ..............................................................8-80
8-20.3(11) Testing ............................................................................8-80
8-20.3(12) Painting ..........................................................................8-81
8-20.3(13) Illumination Systems .....................................................8-81
8-20.3(13)A Light Standards ........................................8-81
8-20.3(13)B Vacant .......................................................8-83
8-20.3(13)C Luminaires ...............................................8-83
8-20.3(13)D Sign Lighting ...........................................8-83
8-20.3(13)E Sign Lighting Luminaires ........................8-83
8-20.3(14) Signal Systems ...............................................................8-83
8-20.3(14)A Signal Controllers ....................................8-83
8-20.3(14)B Signal Heads ............................................8-83
8-20.3(14)C Induction Loop Vehicle Detectors............8-84
8-20.3(14)D Test for Induction Loops and Lead-in
Cable ........................................................8-84
8-20.3(14)E Signal Standards .......................................8-85
8-20.3(15) Grout ..............................................................................8-85
8-20.3(16) Reinstalling Salvaged Material .....................................8-86
8-20.3(17) “As Built” Plans .............................................................8-86
8-20.4 Measurement ......................................................................................8-86
8-20.5 Payment ..............................................................................................8-86
8-21 PERMANENT SIGNING................................................................................8-88
8-21.1 Description .........................................................................................8-88
8-21.2 Materials ............................................................................................8-88
8-21.3 Construction Requirements ................................................................8-88
8-21.3(1) Location of Signs ...........................................................8-88
8-21.3(2) Placement of Signs .........................................................8-88
8-21.3(3) Sign Covering ................................................................8-88
8-21.3(4) Sign Removal .................................................................8-88
8-21.3(5) Sign Relocation ..............................................................8-89
8-21.3(6) Sign Refacing .................................................................8-89
8-21.3(7) Sign Message Revision ..................................................8-90
8-21.3(8) Sign Cleaning .................................................................8-90
8-21.3(9) Sign Structures ...............................................................8-90
8-21.3(9)A Fabrication of Steel Structures .................8-90
8-21.3(9)B Vacant .......................................................8-90
8-21.3(9)C Timber Posts ............................................8-90
8-21.3(9)D Aluminum Structures ...............................8-90
8-21.3(9)E Bridge Mounted Sign Brackets ................8-90
8-21.3(9)F Foundations ..............................................8-91
8-21.3(9)G Identifi cation Plates ..................................8-92
8-21.3(10) Sign Attachment .............................................................8-92
8-21.3(11) Multiple Panel Signs ......................................................8-92
8-21.3(12) Steel Sign Posts ..............................................................8-93
8-21.4 Measurement ......................................................................................8-93
8-21.5 Payment ..............................................................................................8-93
2010 Standard Specifi cations M 41-10 Page xliii
CONTENTS
8-22 PAVEMENT MARKING ................................................................................8-94
8-22.1 Description .........................................................................................8-94
8-22.2 Materials ............................................................................................8-94
8-22.3 Construction Requirements ................................................................8-94
8-22.3(1) Preliminary Spotting ......................................................8-94
8-22.3(2) Preparation of Roadway Surfaces ..................................8-94
8-22.3(3) Marking Application ......................................................8-95
8-22.3(3)A Marking Colors ........................................8-95
8-22.3(3)B Line Patterns ............................................8-95
8-22.3(3)C Line Surfaces ...........................................8-95
8-22.3(3)D Line Applications .....................................8-95
8-22.3(3)E Installation ................................................8-96
8-22.3(3)F Application Thickness..............................8-97
8-22.3(3)G Glass beads ...............................................8-98
8-22.3(4) Tolerances for Lines .......................................................8-98
8-22.3(5) Installation Instructions ..................................................8-99
8-22.3(6) Removal of Pavement Markings ....................................8-99
8-22.4 Measurement ......................................................................................8-99
8-22.5 Payment ............................................................................................8-100
8-23 TEMPORARY PAVEMENT MARKINGS .................................................8-102
8-23.1 Description .......................................................................................8-102
8-23.2 Materials ..........................................................................................8-102
8-23.3 Construction Requirements ..............................................................8-102
8-23.3(1) Preliminary Spotting and Removal ..............................8-102
8-23.3(2) Marking Application ....................................................8-103
8-23.3(2)A Temporary Pavement Marking Paint .....8-103
8-23.3(2)B Temporary Pavement Marking Tape ......8-103
8-23.3(2)C Temporary Raised Pavement Markers ...8-103
8-23.3(2)D Tolerance for Lines ................................8-103
8-23.4 Measurement ....................................................................................8-103
8-23.5 Payment ............................................................................................8-103
8-24 ROCK AND GRAVITY BLOCK WALL AND GABION CRIBBING .....8-104
8-24.1 Description .......................................................................................8-104
8-24.2 Materials ..........................................................................................8-104
8-24.3 Construction Requirements ..............................................................8-104
8-24.3(1) Rock Wall .....................................................................8-104
8-24.3(1)A Geometric Tolerances ............................8-104
8-24.3(1)B Excavation ..............................................8-104
8-24.3(1)C Foundation Preparation ..........................8-104
8-24.3(1)D Construction Geotextile .........................8-105
8-24.3(1)E Rock Placement and Backfi ll .................8-105
8-24.3(2) Gravity Block Wall ......................................................8-105
8-24.3(3) Gabion Cribbing ...........................................................8-105
8-24.3(3)A Foundations ............................................8-105
8-24.3(3)B Baskets ...................................................8-105
8-24.3(3)C Dimensions ............................................8-106
8-24.3(3)D Fabrication of Baskets ............................8-106
8-24.3(3)E Filling Baskets .......................................8-106
8-24.3(3)F Unit Weight Requirements and Test.......8-106
8-24.3(3)G Gabion Cribbing Erection ......................8-107
8-24.4 Measurement ....................................................................................8-107
8-24.5 Payment ............................................................................................8-107
Page xliv 2010 Standard Specifi cations M 41-10
CONTENTS
8-25 GLARE SCREEN ..........................................................................................8-108
8-25.1 Description .......................................................................................8-108
8-25.2 Materials ..........................................................................................8-108
8-25.3 Construction Requirements ..............................................................8-108
8-25.3(1) Glare Screen Fabric ......................................................8-108
8-25.3(2) Slats ..............................................................................8-108
8-25.3(3) Posts .............................................................................8-108
8-25.3(4) Tension Wire ................................................................8-109
8-25.3(5) Tension Cables .............................................................8-109
8-25.3(6) Fittings, Attachments and Hardware ............................8-109
8-25.4 Measurement ....................................................................................8-109
8-25.5 Payment ............................................................................................8-109
8-26 VACANT .........................................................................................................8-110
8-27 VACANT ..........................................................................................................8-111
8-28 VACANT .........................................................................................................8-112
8-29 WIRE MESH SLOPE PROTECTION ........................................................8-113
8-29.1 Description .......................................................................................8-113
8-29.2 Materials ..........................................................................................8-113
8-29.3 Construction Requirements ..............................................................8-113
8-29.3(1) Anchors ........................................................................8-113
8-29.3(2) Wire Rope Assembly ...................................................8-113
8-29.3(3) Wire Mesh ....................................................................8-113
8-29.4 Measurement ....................................................................................8-113
8-29.5 Payment ............................................................................................8-113
2010 Standard Specifi cations M 41-10 Page xlv
CONTENTS
DIVISION 9
MATERIALS
9-00 DEFINITIONS AND TESTS ............................................................................9-1
9-00.1 Fracture ................................................................................................9-1
9-00.2 Wood Waste .........................................................................................9-1
9-00.3 Test for Mass of Galvanizing ...............................................................9-1
9-00.4 Sieves for Testing Purposes .................................................................9-1
9-00.5 Dust Ratio ............................................................................................9-1
9-00.6 Sand/Silt Ratio .....................................................................................9-1
9-00.7 Galvanized Hardware, AASHTO M 232 .............................................9-1
9-00.8 Sand Equivalent ...................................................................................9-1
9-00.9 Field Test Procedures ...........................................................................9-2
9-01 PORTLAND CEMENT .....................................................................................9-3
9-01.1 Types of Cement ..................................................................................9-3
9-01.2 Specifi cations .......................................................................................9-3
9-01.2(1) Portland Cement ...............................................................9-3
9-01.2(2) Vacant ...............................................................................9-3
9-01.2(3) Low Alkali Cement ..........................................................9-3
9-01.2(4) Blended Hydraulic Cement ..............................................9-3
9-01.3 Tests and Acceptance ...........................................................................9-4
9-01.4 Storage on the Work Site......................................................................9-4
9-02 BITUMINOUS MATERIALS ..........................................................................9-5
9-02.1 Asphalt Material, General ....................................................................9-5
9-02.1(1) Vacant ...............................................................................9-5
9-02.1(2) Vacant ...............................................................................9-5
9-02.1(3) Vacant ...............................................................................9-5
9-02.1(4) Performance Graded Asphalt Binder (PGAB) .................9-5
9-02.1(4)A Vacant .........................................................9-5
9-02.1(5) Vacant ...............................................................................9-5
9-02.1(6) Cationic Emulsifi ed Asphalt ............................................9-5
9-02.1(6)A Polymerized Cationic Emulsifi ed
Asphalt CRS-2P .........................................9-8
9-02.1(7) Vacant ...............................................................................9-8
9-02.1(8) Flexible Bituminous Pavement Marker Adhesive ...........9-8
9-02.1(9) Coal Tar Pitch Emulsion, Cationic Asphalt Emulsion
Blend Sealer .....................................................................9-9
9-02.2 Sampling and Acceptance ....................................................................9-9
9-02.2(1) Certifi cation of Shipment .................................................9-9
9-02.2(2) Samples ..........................................................................9-10
9-02.3 Temperature of Asphalt ......................................................................9-10
9-02.4 Anti-Stripping Additive .....................................................................9-10
9-02.5 Warm Mix Asphalt (WMA) Additive ................................................9-10
9-03 AGGREGATES ................................................................................................9-11
9-03.1 Aggregates for Portland Cement Concrete ........................................9-11
9-03.1(1) General Requirements ....................................................9-11
9-03.1(2) Fine Aggregate for Portland Cement Concrete ..............9-12
9-03.1(2)A Deleterious Substances ............................9-12
9-03.1(2)B Grading ....................................................9-12
9-03.1(2)C Use of Substandard Gradings ...................9-12
9-03.1(3) Vacant .............................................................................9-13
Page xlvi 2010 Standard Specifi cations M 41-10
CONTENTS
9-03.1(4) Coarse Aggregate for Portland Cement Concrete ..........9-13
9-03.1(4)A Deleterious Substances ............................9-13
9-03.1(4)B Vacant .......................................................9-13
9-03.1(4)C Grading ....................................................9-13
9-03.1(5) Combined Aggregate Gradation for Portland
Cement Concrete ............................................................9-14
9-03.1(5)A Deleterious Substances ............................9-14
9-03.1(5)B Grading ....................................................9-14
9-03.2 Aggregate for Job-Mixed Portland Cement Mortar ...........................9-15
9-03.2(1) Grading for Surface Finishing Applications ..................9-16
9-03.2(2) Grading for Masonry Mortar Applications ....................9-16
9-03.3 Vacant .................................................................................................9-16
9-03.4 Aggregate for Bituminous Surface Treatment ...................................9-16
9-03.4(1) General Requirements ....................................................9-16
9-03.4(2) Grading and Quality .......................................................9-16
9-03.5 Vacant .................................................................................................9-17
9-03.6 Aggregates for Asphalt Treated Base (ATB) .....................................9-17
9-03.6(1) General Requirements ....................................................9-17
9-03.6(2) Grading ..........................................................................9-17
9-03.6(3) Test Requirements ..........................................................9-18
9-03.7 Vacant .................................................................................................9-18
9-03.8 Aggregates for Hot Mix Asphalt ........................................................9-18
9-03.8(1) General Requirements ....................................................9-18
9-03.8(2) HMA Test Requirements ................................................9-18
9-03.8(3) Grading ..........................................................................9-19
9-03.8(3)A Gradation ..................................................9-19
9-03.8(3)B Gradation — Recycled Asphalt
Pavement and Mineral Aggregate ............9-20
9-03.8(4) Blending Sand ................................................................9-20
9-03.8(5) Mineral Filler .................................................................9-20
9-03.8(6) HMA Proportions of Materials ......................................9-20
9-03.8(7) HMA Tolerances and Adjustments ................................9-21
9-03.9 Aggregates for Ballast and Crushed Surfacing ..................................9-21
9-03.9(1) Ballast ............................................................................9-21
9-03.9(2) Permeable Ballast ...........................................................9-22
9-03.9(3) Crushed Surfacing ..........................................................9-22
9-03.9(4) Maintenance Rock .........................................................9-23
9-03.10 Aggregate for Gravel Base .................................................................9-23
9-03.11 Streambed Aggregates .......................................................................9-24
9-03.11(1) Streambed Sediment ......................................................9-24
9-03.11(2) Streambed Cobbles ........................................................9-24
9-03.11(3) Streambed Boulders .......................................................9-25
9-03.11(4) Habitat Boulders ............................................................9-26
9-03.12 Gravel Backfi ll ...................................................................................9-26
9-03.12(1) Gravel Backfi ll for Foundations .....................................9-26
9-03.12(1)A Class A .....................................................9-26
9-03.12(1)B Class B .....................................................9-26
9-03.12(2) Gravel Backfi ll for Walls ...............................................9-26
9-03.12(3) Gravel Backfi ll for Pipe Zone Bedding .........................9-27
9-03.12(4) Gravel Backfi ll for Drains ..............................................9-27
9-03.12(5) Gravel Backfi ll for Drywells ..........................................9-27
9-03.13 Backfi ll for Sand Drains .....................................................................9-28
9-03.13(1) Sand Drainage Blanket ..................................................9-28
2010 Standard Specifi cations M 41-10 Page xlvii
CONTENTS
9-03.14 Borrow ...............................................................................................9-28
9-03.14(1) Gravel Borrow ...............................................................9-28
9-03.14(2) Select Borrow .................................................................9-29
9-03.14(3) Common Borrow ...........................................................9-29
9-03.14(4) Gravel Borrow for Geosynthetic Retaining Wall ...........9-29
9-03.15 Native Material for Trench Backfi ll ...................................................9-29
9-03.16 Vacant .................................................................................................9-30
9-03.17 Foundation Material Class A and Class B ..........................................9-30
9-03.18 Foundation Material Class C .............................................................9-30
9-03.19 Bank Run Gravel for Trench Backfi ll ................................................9-30
9-03.20 Test Methods for Aggregates .............................................................9-30
9-03.21 Recycled Material ..............................................................................9-31
9-03.21(1) General Requirements ....................................................9-31
9-03.21(1)A Recycled Hot Mix Asphalt .......................9-31
9-03.21(1)B Recycled Portland Cement Concrete
Rubble ......................................................9-31
9-03.21(1)C Recycled Glass Aggregates ......................9-31
9-03.21(1)D Recycled Steel Furnace Slag ....................9-32
9-04 JOINT AND CRACK SEALING MATERIALS ..........................................9-33
9-04.1 Premolded Joint Fillers ......................................................................9-33
9-04.1(1) Asphalt Filler for Contraction and Longitudinal Joints
in Concrete Pavements ...................................................9-33
9-04.1(2) Premolded Joint Filler for Expansion Joints ..................9-33
9-04.1(3) Vacant .............................................................................9-33
9-04.1(4) Elastomeric Expansion Joint Seals ................................9-33
9-04.2 Joint Sealants .....................................................................................9-33
9-04.2(1) Hot Poured Joint Sealants ..............................................9-33
9-04.2(2) Poured Rubber Joint Sealer ............................................9-33
9-04.3 Joint Mortar ........................................................................................9-34
9-04.4 Pipe Joint Gaskets ..............................................................................9-34
9-04.4(1) Rubber Gaskets for Concrete Pipes and Precast
Manholes ........................................................................9-34
9-04.4(2) Vacant .............................................................................9-34
9-04.4(3) Gaskets for Aluminum or Steel Culvert or Storm
Sewer Pipe .....................................................................9-34
9-04.4(4) Rubber Gaskets for Aluminum or Steel Drain Pipe .......9-34
9-04.4(5) Protection and Storage ...................................................9-34
9-04.5 Flexible Plastic Gaskets .....................................................................9-34
9-04.6 Expanded Polystyrene ........................................................................9-35
9-04.7 Expanded Rubber ...............................................................................9-35
9-04.8 Flexible Elastomeric Seals .................................................................9-35
9-04.9 Solvent Cements ................................................................................9-35
9-04.10 Crack Sealing — Rubberized Asphalt ...............................................9-35
9-04.11 Butyl Rubber ......................................................................................9-35
9-05 DRAINAGE STRUCTURES, CULVERTS, AND CONDUITS ..................9-36
9-05.0 Acceptance by Manufacturer’s Certifi cation .....................................9-36
9-05.1 Drain Pipe ..........................................................................................9-36
9-05.1(1) Concrete Drain Pipe .......................................................9-36
9-05.1(2) Zinc Coated (Galvanized) or Aluminum Coated
(Aluminized) Corrugated Iron or Steel Drain Pipe ........9-36
9-05.1(2)A Coupling Bands ........................................9-36
9-05.1(3) Corrugated Aluminum Alloy Drain Pipe .......................9-36
9-05.1(3)A Coupling Bands ........................................9-36
Page xlviii 2010 Standard Specifi cations M 41-10
CONTENTS
9-05.1(4) Vacant .............................................................................9-37
9-05.1(5) PVC Drain Pipe, Couplings and Fittings .......................9-37
9-05.1(6) Corrugated Polyethylene Drain Pipe, Couplings and
Fittings (up to 10-inch) .................................................9-37
9-05.1(7) Corrugated Polyethylene Drain Pipe, Couplings and
Fittings (12-inch through 60-inch) .................................9-37
9-05.2 Underdrain Pipe .................................................................................9-37
9-05.2(1) Vacant .............................................................................9-37
9-05.2(2) Perforated Concrete Underdrain Pipe ............................9-37
9-05.2(3) Vacant .............................................................................9-37
9-05.2(4) Zinc Coated (Galvanized) or Aluminum
Coated (Aluminized) Corrugated Iron or Steel
Underdrain Pipe .............................................................9-37
9-05.2(4)A Coupling Bands ........................................9-37
9-05.2(5) Perforated Corrugated Aluminum Alloy
Underdrain Pipe .............................................................9-38
9-05.2(5)A Coupling Bands ........................................9-38
9-05.2(6) Perforated PVC Underdrain Pipe ...................................9-38
9-05.2(7) Perforated Corrugated Polyethylene Underdrain
Pipe (Up to 10-inch) .......................................................9-38
9-05.2(8) Perforated Corrugated Polyethylene Underdrain
Pipe (12-inch through 60-inch) ......................................9-38
9-05.3 Concrete Culvert Pipe ........................................................................9-38
9-05.3(1) Plain Concrete Culvert Pipe ...........................................9-38
9-05.3(1)A End Design and Joints ..............................9-38
9-05.3(1)B Basis for Acceptance ................................9-39
9-05.3(1)C Age at Shipment .......................................9-39
9-05.3(2) Reinforced Concrete Culvert Pipe .................................9-39
9-05.3(2)A End Design and Joints ..............................9-39
9-05.3(2)B Basis for Acceptance ................................9-39
9-05.3(2)C Age at Shipment .......................................9-39
9-05.3(2)D Elliptical Reinforcement ..........................9-39
9-05.3(3) Beveled Concrete End Sections .....................................9-40
9-05.4 Steel Culvert Pipe and Pipe Arch .......................................................9-40
9-05.4(1) Elliptical Fabrication ......................................................9-40
9-05.4(2) Mitered Ends ..................................................................9-40
9-05.4(3) Protective Treatment ......................................................9-40
9-05.4(4) Asphalt Coatings and Paved Inverts ..............................9-41
9-05.4(5) Polymer Protective Coating ...........................................9-41
9-05.4(6) Spun Asphalt Lining ......................................................9-41
9-05.4(7) Coupling Bands ..............................................................9-42
9-05.4(8) Steel Nestable Pipe ........................................................9-42
9-05.4(9) Steel End Sections ..........................................................9-42
9-05.4(9)A Fabrication ...............................................9-43
9-05.4(9)B Galvanized Hardware ...............................9-43
9-05.4(9)C Toe Plate Extensions ................................9-43
9-05.5 Aluminum Culvert Pipe .....................................................................9-43
9-05.5(1) Elliptical Fabrication ......................................................9-43
9-05.5(2) Mitered Ends ..................................................................9-43
9-05.5(3) Vacant .............................................................................9-43
9-05.5(4) Vacant .............................................................................9-43
9-05.5(5) Coupling Bands ..............................................................9-43
9-05.5(6) Aluminum End Sections ................................................9-43
2010 Standard Specifi cations M 41-10 Page xlix
CONTENTS
9-05.6 Structural Plate Pipe, Pipe Arch, Arch, and Underpass .....................9-43
9-05.6(1) General ...........................................................................9-43
9-05.6(2) Fabrication .....................................................................9-44
9-05.6(3) Elliptical Fabrication ......................................................9-44
9-05.6(4) Structural Plate Pipe Arch ..............................................9-44
9-05.6(5) Structural Plate Arch ......................................................9-44
9-05.6(6) Structural Plate Underpass .............................................9-44
9-05.6(7) Concrete .........................................................................9-44
9-05.6(8) Plates ..............................................................................9-44
9-05.6(8)A Corrugated Steel Plates ............................9-44
9-05.6(8)B Corrugated Aluminum Plates ...................9-45
9-05.7 Concrete Storm Sewer Pipe ...............................................................9-45
9-05.7(1) Plain Concrete Storm Sewer Pipe ..................................9-45
9-05.7(1)A Basis for Acceptance ................................9-45
9-05.7(2) Reinforced Concrete Storm Sewer Pipe ........................9-45
9-05.7(2)A Basis for Acceptance ................................9-45
9-05.7(3) Concrete Storm Sewer Pipe Joints .................................9-45
9-05.7(4) Testing Concrete Storm Sewer Pipe Joints ....................9-45
9-05.7(4)A Hydrostatic Pressure on Pipes in
Straight Alignment ...................................9-45
9-05.7(4)B Hydrostatic Pressure Tests on Pipes
in Maximum Defl ected Position ..............9-46
9-05.7(4)C Hydrostatic Pressure Test on
15-inch Diameter and Larger Pipe
Under Differential Load ...........................9-46
9-05.8 Vitrifi ed Clay Sewer Pipe ...................................................................9-46
9-05.9 Steel Spiral Rib Storm Sewer Pipe ....................................................9-46
9-05.9(1) Continuous Lock Seam Pipe ..........................................9-47
9-05.9(1)A Basis for Acceptance ................................9-47
9-05.9(2) Vacant .............................................................................9-47
9-05.9(3) Coupling Bands ..............................................................9-47
9-05.10 Steel Storm Sewer Pipe ......................................................................9-47
9-05.10(1) Coupling Bands ..............................................................9-47
9-05.10(2) Basis for Acceptance ......................................................9-47
9-05.11 Aluminum Storm Sewer Pipe ............................................................9-48
9-05.11(1) Coupling Bands ..............................................................9-48
9-05.11(2) Basis for Acceptance ......................................................9-48
9-05.12 Polyvinyl Chloride (PVC) Pipe .........................................................9-48
9-05.12(1) Solid Wall PVC Culvert Pipe, Solid Wall PVC Storm
Sewer Pipe, and Solid Wall PVC Sanitary Sewer Pipe ..9-48
9-05.12(2) Profi le Wall PVC Culvert Pipe, Profi le Wall PVC
Storm Sewer Pipe, and Profi le Wall PVC Sanitary
Sewer Pipe .....................................................................9-48
9-05.13 Ductile Iron Sewer Pipe .....................................................................9-49
9-05.14 ABS Composite Sewer Pipe ..............................................................9-49
9-05.15 Metal Castings ...................................................................................9-49
9-05.15(1) Manhole Ring and Cover ...............................................9-49
9-05.15(2) Metal Frame, Grate and Solid Metal Cover for Catch
Basins or Inlets ...............................................................9-50
9-05.15(3) Cast Metal Inlets ............................................................9-50
9-05.16 Grate Inlets and Drop Inlets ...............................................................9-50
Page l 2010 Standard Specifi cations M 41-10
CONTENTS
9-05.17 Aluminum Spiral Rib Storm Sewer Pipe ...........................................9-50
9-05.17(1) Continuous Lock Seam Pipe ..........................................9-51
9-05.17(1)A Basis for Acceptance ................................9-51
9-05.17(2) Coupling Bands ..............................................................9-51
9-05.18 Safety Bars for Culvert Pipe ..............................................................9-51
9-05.19 Corrugated Polyethylene Culvert Pipe ...............................................9-51
9-05.20 Corrugated Polyethylene Storm Sewer Pipe ......................................9-52
9-05.30 Vacant .................................................................................................9-52
9-05.40 Vacant .................................................................................................9-52
9-05.50 Precast Concrete Drainage Structures ................................................9-52
9-05.50(1) Fabrication Tolerances and requirements ......................9-52
9-05.50(2) Manholes ........................................................................9-53
9-05.50(3) Precast Concrete Catch Basins .......................................9-53
9-05.50(4) Precast Concrete Inlets ...................................................9-53
9-05.50(5) Precast Concrete Drywells .............................................9-53
9-05.50(6) Vacant .............................................................................9-54
9-05.50(7) Vacant .............................................................................9-54
9-05.50(8) Vacant .............................................................................9-54
9-05.50(9) Synthetic Fibers for Precast Units ..................................9-54
9-05.50(10) Synthetic Structural Fibers for Precast Units .................9-54
9-06 STRUCTURAL STEEL AND RELATED MATERIALS ............................9-55
9-06.1 Structural Carbon Steel ......................................................................9-55
9-06.2 Structural Low Alloy Steel .................................................................9-55
9-06.3 Structural High Strength Steel ...........................................................9-55
9-06.4 Vacant .................................................................................................9-55
9-06.5 Bolts ...................................................................................................9-55
9-06.5(1) Unfi nished Bolts.............................................................9-55
9-06.5(2) Vacant .............................................................................9-55
9-06.5(3) High-Strength Bolts .......................................................9-55
9-06.5(4) Anchor Bolts ..................................................................9-57
9-06.6 Vacant .................................................................................................9-57
9-06.7 Vacant .................................................................................................9-57
9-06.8 Steel Castings .....................................................................................9-57
9-06.9 Gray Iron Castings .............................................................................9-57
9-06.10 Malleable Iron Castings .....................................................................9-57
9-06.11 Steel Forgings and Steel Shafting ......................................................9-57
9-06.12 Bronze Castings .................................................................................9-57
9-06.13 Vacant .................................................................................................9-57
9-06.14 Ductile Iron Castings .........................................................................9-58
9-06.15 Welded Shear Connectors ..................................................................9-58
9-06.16 Roadside Sign Structures ...................................................................9-58
9-06.17 Vacant .................................................................................................9-59
9-06.18 Metal Bridge Railing ..........................................................................9-59
9-06.19 Vacant .................................................................................................9-59
9-06.20 Vacant .................................................................................................9-59
9-06.21 Vacant .................................................................................................9-59
9-06.22 Bolts, Washers, and Other Hardware .................................................9-59
9-07 REINFORCING STEEL .................................................................................9-61
9-07.1 General ...............................................................................................9-61
9-07.1(1) Acceptance by Manufacturer’s Certifi cation .................9-61
9-07.1(1)A Acceptance of Materials ..........................9-61
9-07.1(2) Bending ..........................................................................9-61
9-07.1(3) Lengths ...........................................................................9-62
9-07.1(4) Vacant .............................................................................9-62
2010 Standard Specifi cations M 41-10 Page li
CONTENTS
9-07.2 Deformed Steel Bars ..........................................................................9-62
9-07.3 Epoxy Coated Steel Reinforcing Bars ...............................................9-62
9-07.4 Plain Steel Bars ..................................................................................9-63
9-07.5 Dowel Bars (For Cement Concrete Pavement) ..................................9-63
9-07.5(1) Epoxy Coated Dowel Bars (For Cement Concrete
Pavement) ......................................................................9-63
9-07.5(2) Corrosion Resistant Dowel Bars (For Cement
Concrete Pavement) .......................................................9-63
9-07.6 Tie Bars (For Cement Concrete Pavement) .......................................9-64
9-07.7 Wire Mesh ..........................................................................................9-64
9-07.8 Deformed Wire ...................................................................................9-64
9-07.9 Cold Drawn Wire ...............................................................................9-64
9-07.10 Prestressing Reinforcement Strand ....................................................9-64
9-07.11 Prestressing Reinforcement Bar .........................................................9-65
9-08 PAINTS AND RELATED MATERIALS .......................................................9-66
9-08.1 Paint ...................................................................................................9-66
9-08.1(1) Description .....................................................................9-66
9-08.1(2) Paint Types .....................................................................9-66
9-08.1(2)A Vinyl Pretreatment ...................................9-66
9-08.1(2)B Galvanizing Repair Paint, High Zinc
Dust Content ............................................9-66
9-08.1(2)C Inorganic Zinc-Rich Primer .....................9-66
9-08.1(2)D Organic Zinc-Rich Primer ........................9-66
9-08.1(2)E Epoxy Polyamide .....................................9-66
9-08.1(2)F Primer, Zinc-Filled, Single-Component,
Moisture-Cured Polyurethane ..................9-66
9-08.1(2)G Intermediate and Stripe Coat, Single
Component, Moisture-Cured
Polyurethane ............................................9-66
9-08.1(2)H Top Coat, Single-Component, Moisture-
Cured Polyurethane ..................................9-67
9-08.1(2)I Rust-Penetrating Sealer ............................9-67
9-08.1(2)J Black Enamel ...........................................9-67
9-08.1(2)K Orange Equipment Enamel ......................9-67
9-08.1(2)L Exterior Acrylic Latex Paint-White .........9-67
9-08.1(3) Working Properties ........................................................9-67
9-08.1(4) Storage Properties ..........................................................9-67
9-08.1(5) Fineness of Grinding ......................................................9-67
9-08.1(6) Test Methods ..................................................................9-68
9-08.1(7) Acceptance .....................................................................9-68
9-08.1(8) Standard Colors ..............................................................9-68
9-08.2 Powder Coating Materials for Coating Galvanized Surfaces ............9-68
9-08.3 Pigmented Sealer Materials for Coating of Concrete Surfaces .........9-69
9-08.4 Abrasive Blast Materials ....................................................................9-69
9-08.4(1) Abrasive Blast Media .....................................................9-69
9-08.4(2) Lead Abatement Additive ..............................................9-70
9-08.5 Surface Cleaning Materials ................................................................9-70
9-08.5(1) Bird Guano Treatment ....................................................9-70
9-08.5(2) Fungicide Treatment ......................................................9-70
9-08.5(3) Water ..............................................................................9-70
9-08.6 Filter Fabric ........................................................................................9-70
9-08.7 Single-Component Urethane Sealant .................................................9-70
9-08.8 Foam Backer Rod ..............................................................................9-70
Page lii 2010 Standard Specifi cations M 41-10
CONTENTS
9-09 TIMBER AND LUMBER ...............................................................................9-71
9-09.1 General Requirements ........................................................................9-71
9-09.2 Grade Requirements ...........................................................................9-71
9-09.2(1) Structures .......................................................................9-71
9-09.2(2) Guardrail Posts and Blocks. ...........................................9-72
9-09.2(3) Signposts, Mileposts, Sawed Fence Posts, and
Mailbox Posts.................................................................9-72
9-09.3 Preservative Treatment .......................................................................9-73
9-09.3(1) General Requirements ....................................................9-73
9-10 PILING .............................................................................................................9-74
9-10.1 Timber Piling .....................................................................................9-74
9-10.1(1) Untreated Piling .............................................................9-74
9-10.1(2) Creosote Treated Piling ..................................................9-74
9-10.1(3) Timber Composite Piling ...............................................9-74
9-10.1(4) Peeling ............................................................................9-75
9-10.2 Concrete Piling ...................................................................................9-75
9-10.2(1) Concrete .........................................................................9-75
9-10.2(2) Reinforcement ................................................................9-75
9-10.3 Cast-in-Place Concrete Piling ............................................................9-75
9-10.4 Steel Pile Tips and Shoes ...................................................................9-75
9-10.5 Steel Piling .........................................................................................9-75
9-11 WATERPROOFING ........................................................................................9-76
9-11.1 Asphalt for Waterproofi ng..................................................................9-76
9-11.2 Waterproofi ng Fabric .........................................................................9-76
9-11.3 Portland Cement Mortar ....................................................................9-76
9-12 MASONRY UNITS ..........................................................................................9-77
9-12.1 Concrete Blocks .................................................................................9-77
9-12.2 Concrete Brick ...................................................................................9-77
9-12.3 Vacant .................................................................................................9-77
9-12.4 Vacant .................................................................................................9-77
9-12.5 Vacant .................................................................................................9-77
9-12.6 Vacant .................................................................................................9-77
9-12.7 Vacant .................................................................................................9-77
9-13 RIPRAP, QUARRY SPALLS, SLOPE PROTECTION, AND
ROCK WALLS .................................................................................................9-78
9-13.1 Loose Riprap ......................................................................................9-78
9-13.1(1) Heavy Loose Riprap ......................................................9-78
9-13.1(2) Light Loose Riprap ........................................................9-78
9-13.2 Hand Placed Riprap ...........................................................................9-78
9-13.3 Sack Riprap ........................................................................................9-78
9-13.4 Vacant .................................................................................................9-79
9-13.5 Concrete Slope Protection ..................................................................9-79
9-13.5(1) Semi-Open Concrete Masonry Units Slope Protection .9-79
9-13.5(2) Poured Portland Cement Concrete Slope Protection .....9-79
9-13.5(3) Pneumatically Placed Portland Cement Concrete
Slope Protection .............................................................9-79
9-13.6 Quarry Spalls .....................................................................................9-79
9-13.7 Rock for Rock Wall ............................................................................9-79
9-13.7(1) Rock for Rock Walls and Chinking Material .................9-79
9-13.7(2) Backfi ll for Rock Wall ...................................................9-80
2010 Standard Specifi cations M 41-10 Page liii
CONTENTS
9-14 EROSION CONTROL AND ROADSIDE PLANTING ..............................9-81
9-14.1 Soil .....................................................................................................9-81
9-14.1(1) Topsoil Type A ...............................................................9-81
9-14.1(2) Topsoil Type B ...............................................................9-81
9-14.1(3) Topsoil Type C ...............................................................9-81
9-14.2 Seed ....................................................................................................9-81
9-14.3 Fertilizer .............................................................................................9-81
9-14.4 Mulch and Amendments ....................................................................9-82
9-14.4(1) Straw ..............................................................................9-82
9-14.4(2) Wood Cellulose Fiber.....................................................9-82
9-14.4(3) Bark or Wood Chips .......................................................9-82
9-14.4(4) Wood Strand Mulch .......................................................9-83
9-14.4(5) Lime ...............................................................................9-83
9-14.4(6) Gypsum ..........................................................................9-83
9-14.4(7) Tackifi er .........................................................................9-83
9-14.4(8) Compost .........................................................................9-83
9-14.4(8)A Compost Approval ...................................9-84
9-14.4(8)B Compost Acceptance ................................9-85
9-14.4(9) Bonded Fiber Matrix (BFM) ..........................................9-85
9-14.4(10) Mechanically-Bonded Fiber Matrix (MBFM) ...............9-85
9-14.5 Erosion Control Devices ....................................................................9-85
9-14.5(1) Polyacrylamide (PAM) ..................................................9-85
9-14.5(2) Erosion Control Blanket ................................................9-85
9-14.5(3) Clear Plastic Covering ...................................................9-85
9-14.5(4) Geotextile-Encased Check Dam ....................................9-86
9-14.5(5) Wattles ............................................................................9-86
9-14.5(6) Compost Sock ................................................................9-86
9-14.5(7) Coir Log .........................................................................9-86
9-14.5(8) High Visibility Fencing ..................................................9-86
9-14.6 Plant Materials ...................................................................................9-87
9-14.6(1) Description .....................................................................9-87
9-14.6(2) Quality ............................................................................9-87
9-14.6(3) Handling and Shipping ..................................................9-88
9-14.6(4) Tagging ..........................................................................9-89
9-14.6(5) Inspection .......................................................................9-89
9-14.6(6) Substitution of Plants .....................................................9-89
9-14.6(7) Temporary Storage .........................................................9-90
9-14.6(8) Sod .................................................................................9-90
9-14.7 Stakes, Guys, and Wrapping ..............................................................9-90
9-15 IRRIGATION SYSTEM .................................................................................9-91
9-15.1 Pipe, Tubing, and Fittings ..................................................................9-91
9-15.1(1) Galvanized Pipe and Fittings .........................................9-91
9-15.1(2) Polyvinyl Chloride Pipe and Fittings .............................9-91
9-15.1(3) Polyethylene Pipe ...........................................................9-91
9-15.2 Drip Tubing ........................................................................................9-92
9-15.3 Automatic Controllers ........................................................................9-92
9-15.4 Irrigation Heads .................................................................................9-92
9-15.5 Valve Boxes and Protective Sleeves ..................................................9-92
9-15.6 Gate Valves ........................................................................................9-93
9-15.7 Control Valves ....................................................................................9-93
9-15.7(1) Manual Control Valves...................................................9-93
9-15.7(2) Automatic Control Valves ..............................................9-93
9-15.7(3) Automatic Control Valves With Pressure Regulator ......9-93
Page liv 2010 Standard Specifi cations M 41-10
CONTENTS
9-15.8 Quick Coupling Equipment ...............................................................9-93
9-15.9 Drain Valves .......................................................................................9-94
9-15.10 Hose Bibs ...........................................................................................9-94
9-15.11 Cross Connection Control Devices ....................................................9-94
9-15.12 Check Valves ......................................................................................9-94
9-15.13 Pressure Regulating Valves ................................................................9-94
9-15.14 Three-Way Valves ..............................................................................9-94
9-15.15 Flow Control Valves...........................................................................9-94
9-15.16 Air Relief Valve .................................................................................9-95
9-15.17 Electrical Wire and Splices ................................................................9-95
9-15.18 Detectable Marking Tape ...................................................................9-95
9-15.19 Wye Strainers .....................................................................................9-95
9-16 FENCE AND GUARDRAIL ...........................................................................9-96
9-16.1 Chain Link Fence and Gates ..............................................................9-96
9-16.1(1) General ...........................................................................9-96
9-16.1(1)A Post Material for Chain Link Fence .........9-96
9-16.1(1)B Chain Link Fence Fabric ..........................9-96
9-16.1(1)C Tension Wire and Tension Cable..............9-96
9-16.1(1)D Fittings and Hardware ..............................9-96
9-16.1(1)E Chain Link Gates .....................................9-97
9-16.1(1)F Concrete ...................................................9-97
9-16.1(2) Approval ........................................................................9-97
9-16.2 Wire Fence and Gates ........................................................................9-97
9-16.2(1) General ...........................................................................9-97
9-16.2(1)A Steel Post Material ...................................9-98
9-16.2(1)B Wood Fence Posts and Braces .................9-98
9-16.2(1)C Brace Wire ...............................................9-99
9-16.2(1)D Staples and Wire Clamps .........................9-99
9-16.2(1)E Barbed Wire ............................................9-99
9-16.2(1)F Wire Mesh ................................................9-99
9-16.2(1)G Vertical Cinch Stays .................................9-99
9-16.2(1)H Miscellaneous Hardware ..........................9-99
9-16.2(1)I Wire Gates ................................................9-99
9-16.2(1)J Concrete .................................................9-100
9-16.2(2) Approval ......................................................................9-100
9-16.3 Beam Guardrail ................................................................................9-100
9-16.3(1) Rail Element .................................................................9-100
9-16.3(2) Posts and Blocks ..........................................................9-100
9-16.3(3) Galvanizing ..................................................................9-101
9-16.3(4) Hardware ......................................................................9-101
9-16.3(5) Anchors ........................................................................9-101
9-16.3(6) Inspection and Acceptance ...........................................9-102
9-16.4 Wire Mesh Slope Protection ............................................................9-102
9-16.4(1) General .........................................................................9-102
9-16.4(2) Wire Mesh ....................................................................9-102
9-16.4(3) Wire Rope ....................................................................9-102
9-16.4(4) Hardware ......................................................................9-103
9-16.4(5) Hog Rings and Tie Wire ...............................................9-103
9-16.4(6) Grout ............................................................................9-103
9-16.4(7) Anchor Rods ................................................................9-103
9-16.5 Vacant ...............................................................................................9-103
2010 Standard Specifi cations M 41-10 Page lv
CONTENTS
9-16.6 Glare Screen .....................................................................................9-103
9-16.6(1) General .........................................................................9-103
9-16.6(2) Glare Screen Fabric ......................................................9-103
9-16.6(3) Posts .............................................................................9-103
9-16.6(4) Tension Wire ................................................................9-104
9-16.6(5) Cable ............................................................................9-104
9-16.6(6) Cable and Tension Wire Attachments ..........................9-104
9-16.6(7) Slats ..............................................................................9-104
9-16.6(7)A Wood Slats .............................................9-104
9-16.6(7)B Plastic Slats ............................................9-105
9-16.6(8) Fittings .........................................................................9-105
9-16.6(9) Fabric Bands and Stretcher Bars ..................................9-105
9-16.6(10) Tie Wire and Hog Rings ...............................................9-105
9-16.7 Vacant ...............................................................................................9-105
9-16.8 Weathering Steel Beam Guardrail ....................................................9-105
9-16.8(1) Rail and Hardware .......................................................9-105
9-16.8(2) Anchors ........................................................................9-106
9-17 FLEXIBLE GUIDE POSTS..........................................................................9-107
9-17.1 General .............................................................................................9-107
9-17.1(1) Dimensions ..................................................................9-107
9-17.1(2) Refl ective Sheeting ......................................................9-108
9-17.2 Ultraviolet Resistance Test Procedure (Laboratory Test) ................9-108
9-17.2(1) Acceptance ...................................................................9-108
9-17.3 Field Impact Test Procedure ............................................................9-108
9-17.3(1) Test Observations .........................................................9-109
9-17.3(2) Acceptance ...................................................................9-109
9-17.4 Pre-approval .....................................................................................9-109
9-18 PRECAST TRAFFIC CURB AND BLOCK TRAFFIC CURB .................9-111
9-18.1 Precast Traffi c Curb ..........................................................................9-111
9-18.1(1) Aggregates and Proportioning ......................................9-111
9-18.1(2) Mixing ...........................................................................9-111
9-18.1(3) Forms ............................................................................9-111
9-18.1(4) Placing Concrete ...........................................................9-111
9-18.1(5) Removal of Forms ........................................................9-112
9-18.1(6) Curing Concrete ...........................................................9-112
9-18.1(7) Finish............................................................................9-112
9-18.1(8) Surface Treatment ........................................................9-112
9-18.1(9) Dimensions and Shape .................................................9-112
9-18.1(10) Curb Lengths ................................................................9-112
9-18.1(11) Defective Curb .............................................................9-112
9-18.1(12) Repairing Curb .............................................................9-113
9-18.1(13) Identifi cation Marking .................................................9-113
9-18.1(14) Shipping .......................................................................9-113
9-18.1(15) Sampling and Inspection ..............................................9-113
9-18.2 Vacant ...............................................................................................9-114
9-18.3 Block Traffi c Curb ...........................................................................9-114
9-18.4 Water Repellent Compound .............................................................9-114
9-18.5 Sodium Metasilicate .........................................................................9-114
9-19 PRESTRESSED CONCRETE GIRDERS ..................................................9-115
9-19.1 Aggregates and Proportioning .........................................................9-115
9-19.2 Reinforcement ..................................................................................9-115
Page lvi 2010 Standard Specifi cations M 41-10
CONTENTS
9-20 CONCRETE PATCHING MATERIAL, GROUT AND MORTAR .........9-116
9-20.1 Patching Material .............................................................................9-116
9-20.2 Specifi cations ...................................................................................9-116
9-20.2(1) Patching Mortar ...........................................................9-116
9-20.2(2) Patching Mortar Extended with Aggregate ..................9-116
9-20.2(3) Aggregate .....................................................................9-117
9-20.2(4) Water ............................................................................9-117
9-20.3 Grout ................................................................................................9-117
9-20.3(1) Grout Type 1 for Post-Tensioning Applications...........9-117
9-20.3(2) Grout Type 2 for Nonshrink Applications ....................9-117
9-20.3(3) Grout Type 3 for Unconfi ned Bearing Pad
Applications .................................................................9-117
9-20.3(4) Grout Type 4 for Multipurpose Applications ...............9-117
9-20.4 Mortar ..............................................................................................9-118
9-20.4(1) Fine Aggregate for Mortar ...........................................9-118
9-20.4(2) Mortar Type 1 for Concrete Surface Finish .................9-118
9-20.4(3) Mortar Type 2 for Masonry Applications ....................9-118
9-20.4(4) Mortar Type 3 for Concrete Repair ..............................9-118
9-21 RAISED PAVEMENT MARKERS (RPM) .................................................9-119
9-21.1 Raised Pavement Markers Type 1 ....................................................9-119
9-21.1(1) Physical and Chemical Properties ................................9-119
9-21.2 Raised Pavement Markers Type 2 ....................................................9-119
9-21.2(1) Physical Properties .......................................................9-119
9-21.2(2) Optical Requirements ...................................................9-119
9-21.2(3) Strength Requirements .................................................9-120
9-21.3 Raised Pavement Markers Type 3 ....................................................9-120
9-22 MONUMENT CASES ...................................................................................9-121
9-22.1 Monument Cases, Covers, and Risers ..............................................9-121
9-23 CONCRETE CURING MATERIALS AND ADMIXTURES ...................9-122
9-23.1 Sheet Materials for Curing Concrete ...............................................9-122
9-23.2 Liquid Membrane-Forming Concrete Curing Compounds ..............9-122
9-23.3 Vacant ...............................................................................................9-122
9-23.4 Vacant ...............................................................................................9-122
9-23.5 Burlap Cloth .....................................................................................9-122
9-23.6 Chemical Admixtures for Concrete .................................................9-122
9-23.6(1) Air-Entraining Admixtures ..........................................9-122
9-23.6(2) Type A Water-Reducing Admixtures............................9-122
9-23.6(3) Type B Retarding Admixtures .....................................9-122
9-23.6(4) Type C Accelerating Admixtures .................................9-122
9-23.6(5) Type D Water-Reducing and Retarding Admixtures....9-122
9-23.6(6) Type E Water-Reducing and Accelerating Admixtures 9-122
9-23.6(7) Type F Water-Reducing, High Range Admixtures.......9-123
9-23.6(8) Type G Water-Reducing, High Range, and Retarding
Admixtures ...................................................................9-123
9-23.6(9) Type S Specifi c Performance Admixtures ...................9-123
9-23.7 Vacant ...............................................................................................9-123
9-23.8 Waterproofi ng...................................................................................9-123
9-23.9 Fly Ash .............................................................................................9-123
9-23.10 Ground Granulated Blast Furnace Slag ...........................................9-123
9-23.11 Microsilica Fume .............................................................................9-123
9-24 PLASTIC WATERSTOP ...............................................................................9-124
9-24.1 Material ............................................................................................9-124
9-24.1(1) Tests of Material ..........................................................9-124
2010 Standard Specifi cations M 41-10 Page lvii
CONTENTS
9-25 WATER ...........................................................................................................9-125
9-25.1 Water for Concrete ...........................................................................9-125
9-25.2 Water for Plants ................................................................................9-125
9-26 EPOXY RESINS ............................................................................................9-126
9-26.1 Epoxy Bonding Agents ....................................................................9-126
9-26.1(1) General .........................................................................9-126
9-26.1(2) Packaging and Marking ...............................................9-126
9-26.1(3) Certifi cation ..................................................................9-126
9-26.1(4) Rejection ......................................................................9-126
9-26.1(5) Acceptance ...................................................................9-126
9-26.2 Epoxy Adhesive for Lane Markers ..................................................9-127
9-26.2(1) General .........................................................................9-127
9-26.2(2) Packaging and Marking ...............................................9-127
9-26.2(3) Certifi cation ..................................................................9-127
9-26.2(4) Rejection ......................................................................9-127
9-26.2(5) Acceptance ...................................................................9-127
9-26.3 Epoxy Grout/Mortar/Concrete .........................................................9-127
9-26.3(1) General .........................................................................9-127
9-26.3(2) Packaging and Marking ...............................................9-127
9-26.3(3) Certifi cation ..................................................................9-128
9-26.3(4) Rejection ......................................................................9-128
9-26.3(5) Acceptance ...................................................................9-128
9-27 CRIBBING .....................................................................................................9-129
9-27.1 Vacant ...............................................................................................9-129
9-27.2 Vacant ...............................................................................................9-129
9-27.3 Gabion Cribbing ...............................................................................9-129
9-27.3(1) Gabion Fabric ...............................................................9-129
9-27.3(2) Gabion Baskets ............................................................9-129
9-27.3(3) Gabion Mattresses ........................................................9-130
9-27.3(4) Fasteners for Basket Assembly ....................................9-130
9-27.3(5) Nonraveling Construction ............................................9-131
9-27.3(6) Stone ............................................................................9-131
9-28 SIGNING MATERIALS AND FABRICATION .........................................9-132
9-28.1 General .............................................................................................9-132
9-28.1(1) Basis for Acceptance ....................................................9-132
9-28.1(2) Inspection .....................................................................9-132
9-28.2 Manufacturer’s Identifi cation and Date ...........................................9-132
9-28.3 Corner Radius ..................................................................................9-132
9-28.4 Extruded Windbeams and “Z” Bar ..................................................9-133
9-28.5 Letter and Spacing Formula .............................................................9-133
9-28.6 Destination Sign Messages ..............................................................9-133
9-28.7 Process Colors ..................................................................................9-133
9-28.8 Sheet Aluminum Signs .....................................................................9-133
9-28.9 Fiberglass Reinforced Plastic Signs .................................................9-134
9-28.9(1) Mechanical Properties ..................................................9-134
9-28.9(2) Physical Properties .......................................................9-134
9-28.10 Vacant ...............................................................................................9-135
9-28.11 Hardware ..........................................................................................9-135
9-28.12 Refl ective Sheeting ..........................................................................9-136
9-28.12(1) Application ...................................................................9-139
9-28.12(2) Edge Treatment ............................................................9-139
9-28.12(3) Splices and Color Matching .........................................9-139
9-28.13 Demountable Prismatic Refl ectorized Message and Borders ..........9-139
Page lviii 2010 Standard Specifi cations M 41-10
CONTENTS
9-28.14 Sign Support Structures ...................................................................9-140
9-28.14(1) Timber Sign Posts ........................................................9-140
9-28.14(2) Steel Structures and Posts ............................................9-140
9-28.14(3) Aluminum Structures ...................................................9-141
9-28.15 Vacant ...............................................................................................9-141
9-29 ILLUMINATION, SIGNAL, ELECTRICAL ............................................9-142
9-29.1 Conduit, Innerduct, and Outerduct ...................................................9-142
9-29.1(1) Rigid Metal Conduit, Galvanized Steel Outerduct,
and Fittings...................................................................9-142
9-29.1(2) Rigid Metal Conduit Fittings and Appurtenances ........9-142
9-29.1(2)A Expansion Fittings, Defl ection Fittings,
and Combination Expansion/Defl ection
Fittings ...................................................9-142
9-29.1(3) Flexible Metal Conduit ................................................9-143
9-29.1(3)A Flexible Metal Conduit Appurtenances .9-143
9-29.1(4) Non-Metallic Conduit ..................................................9-143
9-29.1(4)A Rigid PVC Conduit ................................9-143
9-29.1(4)B HDPE Conduit .......................................9-143
9-29.1(5) Innerduct and Outerduct ..............................................9-143
9-29.1(5)A Rigid Galvanized Steel Outerduct with
PVC or PE Innerduct .............................9-144
9-29.1(5)B Rigid PVC Outerduct with PVC or PE
Innerduct ................................................9-144
9-29.1(5)C Innerduct for Straight Sections of
Galvanized Steel Outerduct or PVC
Outerduct ................................................9-144
9-29.1(5)D Conduit with Innerducts Fittings and
Appurtenances ........................................9-145
9-29.1(5)D1 Bends for 4-inch PVC
Conduit with Innerducts
or Galvanized Steel
Conduit with Innerducts .9-145
9-29.1(5)D2 Prefabricated Fixed
and Flexible Bends
(for Innerducts) ..............9-145
9-29.1(6) Detectable Underground Warning Tape .......................9-145
9-29.1(7) Steel Casings ................................................................9-145
9-29.1(8) Drilling Fluid ...............................................................9-145
9-29.2 Junction Boxes, Cable Vaults and Pull Boxes..................................9-146
9-29.2(1) Standard Duty and Heavy Duty Junction Boxes ..........9-146
9-29.2(1)A Standard Duty Junction Boxes ...............9-146
9-29.2(1)B Heavy Duty Junction Boxes ...................9-147
9-29.2(1)C Testing Requirements .............................9-147
9-29.2(2) Standard Duty and Heavy Duty Cable Vaults and
Pull Boxes ....................................................................9-149
9-29.2(2)A Standard Duty Cable Vaults and
Pull Boxes ..............................................9-149
9-29.2(2)B Heavy Duty Cable Vaults and
Pull Boxes ..............................................9-150
9-29.2(3) Structure Mounted Junction Box .................................9-150
9-29.2(4) Cover Markings ...........................................................9-150
2010 Standard Specifi cations M 41-10 Page lix
CONTENTS
9-29.3 Fiber Optic Cable, Electrical Conductors, and Cable ......................9-151
9-29.3(1) Fiber Optic Cable .........................................................9-151
9-29.3(1)A Singlemode Fiber Optic Cable ...............9-152
9-29.3(2) Electrical Conductors and Cable ..................................9-153
9-29.3(2)A Single Conductor ..................................9-153
9-29.3(2)A1 Single Conductor
Current Carrying ............9-153
9-29.3(2)A2 Grounding Electrode
Conductor .......................9-153
9-29.3(2)A3 Equipment Grounding
and Bonding Conductors 9-153
9-29.3(2)A4 Location Wire .................9-153
9-29.3(2)B Multi-Conductor Cable ..........................9-153
9-29.3(2)C Aluminum Cable Steel Reinforced ........9-153
9-29.3(2)D Pole and Bracket ....................................9-153
9-29.3(2)E Two-Conductor Shielded .......................9-153
9-29.3(2)F Detector Loop Wire ................................9-153
9-29.3(2)G Four-Conductor Shielded Cable.............9-154
9-29.3(2)H Three-Conductor Shielded Cable ...........9-154
9-29.3(2)I Twisted Pair Communications Cable .....9-154
9-29.4 Messenger Cable, Fittings ................................................................9-154
9-29.5 Vacant ...............................................................................................9-154
9-29.6 Light and Signal Standards ..............................................................9-154
9-29.6(1) Steel Light and Signal Standards .................................9-155
9-29.6(1)A Vacant .....................................................9-155
9-29.6(2) Slip Base Hardware ......................................................9-155
9-29.6(3) Timber Light Standards, Timber Strain Poles,
Timber Service Supports ..............................................9-155
9-29.6(4) Welding ........................................................................9-155
9-29.6(5) Foundation Hardware ...................................................9-156
9-29.7 Luminaire Fusing and Electrical Connections at Light
Standard Bases, Cantilever Bases and Sign Bridge Bases ...............9-156
9-29.8 Vacant ...............................................................................................9-157
9-29.9 Ballast, Transformers .......................................................................9-157
9-29.10 Luminaires .......................................................................................9-158
9-29.10(1) Cobra Head Luminaires ...............................................9-159
9-29.10(2) Decorative Luminaires .................................................9-160
9-29.10(3) High Mast Luminaires and Post Top Luminaires ........9-161
9-29.10(4) Underdeck and Wall Mount Luminaires ......................9-161
9-29.10(5) Sign Lighting Luminaires ............................................9-161
9-29.10(5)A Sign Lighting Luminaires – Mercury
Vapor ......................................................9-161
9-29.10(5)B Sign Lighting Fixtures-Induction ...........9-162
9-29.11 Control Equipment ...........................................................................9-164
9-29.11(1) Time Clock Controls ....................................................9-164
9-29.11(2) Photoelectric Controls ..................................................9-164
9-29.12 Electrical Splice Materials ...............................................................9-164
9-29.12(1) Illumination Circuit Splices .........................................9-164
9-29.12(2) Traffi c Signal Splice Material ......................................9-165
9-29.13 Traffi c Signal Controllers .................................................................9-165
9-29.13(1) Vacant ...........................................................................9-166
9-29.13(2) Flashing Operations .....................................................9-166
9-29.13(3) Emergency Preemption ................................................9-167
Page lx 2010 Standard Specifi cations M 41-10
CONTENTS
9-29.13(4) Wiring Diagrams ..........................................................9-167
9-29.13(5) Vacant ...........................................................................9-168
9-29.13(6) Radio Interference Suppressers ....................................9-168
9-29.13(7) Traffi c-Actuated Controllers ........................................9-168
9-29.13(7)A Environmental, Performance, and
Test Standards for Solid-State Traffi c
Controllers ..............................................9-169
9-29.13(7)B Auxiliary Equipment for NEMA
Controllers ..............................................9-169
9-29.13(7)C Auxiliary Equipment for Type 170E,
2070, 2070 Lite Assemblies ...................9-172
9-29.13(7)D NEMA Controller Cabinets ....................9-173
9-29.13(7)E Type 170E, 170E-HC-11, 2070, 2070
Lite, ATC Controller Cabinets ...............9-174
9-29.14 Vacant ...............................................................................................9-177
9-29.15 Flashing Beacon Control ..................................................................9-178
9-29.16 Vehicular Signal Heads ....................................................................9-178
9-29.16(1) Optically Programmed, Adjustable Face, 12-inch
Traffi c Signal ................................................................9-178
9-29.16(1)A Optical System .......................................9-178
9-29.16(1)B Construction ...........................................9-178
9-29.16(1)C Mounting ................................................9-179
9-29.16(1)D Electrical ................................................9-179
9-29.16(1)E Photo Controls .......................................9-179
9-29.16(1)F Installation ..............................................9-179
9-29.16(2) Conventional Traffi c Signal Heads ..............................9-179
9-29.16(2)A Optical Units ..........................................9-179
9-29.16(2)B Signal Housing .......................................9-180
9-29.16(2)C Louvered Visors .....................................9-181
9-29.16(2)D Back Plates .............................................9-181
9-29.16(2)E Painting Signal Heads ............................9-181
9-29.16(3) Polycarbonate Traffi c Signal Heads .............................9-181
9-29.16(3)A 8-inch Polycarbonate Traffi c Signal
Heads ......................................................9-181
9-29.16(3)B 12-inch Polycarbonate Traffi c Signal
Heads ......................................................9-182
9-29.17 Signal Head Mounting Brackets and Fittings ..................................9-182
9-29.18 Vehicle Detector ...............................................................................9-182
9-29.18(1) Induction Loop Detectors ............................................9-183
9-29.18(2) Magnetometer Detectors ..............................................9-183
9-29.19 Pedestrian Push Buttons ...................................................................9-183
9-29.20 Pedestrian Signals ............................................................................9-184
9-29.20(1) LED Pedestrian Displays ............................................9-184
9-29.20(2) Neon Grid Type ............................................................9-185
9-29.21 Flashing Beacon ...............................................................................9-185
9-29.22 Vacant ...............................................................................................9-185
9-29.23 Vacant ...............................................................................................9-185
9-29.24 Service Cabinets ...............................................................................9-185
9-29.24(1) Vacant ...........................................................................9-186
9-29.24(2) Electrical Circuit Breakers and Contactors ..................9-186
9-29.25 Amplifi er, Transformer, and Terminal Cabinets ..............................9-187
2010 Standard Specifi cations M 41-10 Page lxi
CONTENTS
9-30 WATER DISTRIBUTION MATERIALS ....................................................9-188
9-30.1 Pipe ..................................................................................................9-188
9-30.1(1) Ductile Iron Pipe ..........................................................9-188
9-30.1(2) Polyethylene Encasement ............................................9-188
9-30.1(3) Vacant ...........................................................................9-188
9-30.1(4) Steel Pipe .....................................................................9-188
9-30.1(4)A Steel Pipe (6-inches and Over) ..............9-188
9-30.1(4)B Steel Pipe (4-inches and Under) ............9-188
9-30.1(5) Polyvinyl Chloride (PVC)............................................9-189
9-30.1(5)A Polyvinyl Chloride (PVC) Pipe
(4-inches and Over) ................................9-189
9-30.1(5)B Polyvinyl Chloride (PVC) Pipe
(Under 4-inches) ....................................9-189
9-30.1(6) Polyethylene (PE) Pressure Pipe (4-inches and Over) 9-189
9-30.2 Fittings .............................................................................................9-189
9-30.2(1) Ductile Iron Pipe ..........................................................9-189
9-30.2(2) Vacant ...........................................................................9-189
9-30.2(3) Vacant ...........................................................................9-189
9-30.2(4) Steel Pipe .....................................................................9-189
9-30.2(4)A Steel Pipe (6-inches and Over) ..............9-189
9-30.2(4)B Steel Pipe (4-inches and Under) ............9-190
9-30.2(5) Polyvinyl Chloride (PVC) Pipe ...................................9-190
9-30.2(5)A Polyvinyl Chloride (PVC) Pipe
(4-inches and Over) ................................9-190
9-30.2(5)B Polyvinyl Chloride (PVC) Pipe
(Under 4-inches) ....................................9-190
9-30.2(6) Restrained Joints ..........................................................9-190
9-30.2(7) Bolted, Sleeve-Type Couplings for Plain End Pipe .....9-190
9-30.2(8) Restrained Flexible Couplings .....................................9-190
9-30.2(9) Grooved and Shouldered Joints ...................................9-190
9-30.2(10) Polyethylene (PE) Pipe (4-inches and Over) ...............9-190
9-30.2(11) Fabricated Steel Mechanical Slip-Type Expansion
Joints ............................................................................9-190
9-30.3 Valves ...............................................................................................9-191
9-30.3(1) Gate Valves (3-inches to 16-inches).............................9-191
9-30.3(2) Vacant ...........................................................................9-191
9-30.3(3) Butterfl y Valves ............................................................9-191
9-30.3(4) Valve Boxes .................................................................9-191
9-30.3(5) Valve Marker Posts ......................................................9-191
9-30.3(6) Valve Stem Extensions .................................................9-191
9-30.3(7) Combination Air Release/Air Vacuum Valves .............9-191
9-30.3(8) Tapping Sleeve and Valve Assembly ...........................9-192
9-30.4 Vacant ...............................................................................................9-192
9-30.5 Hydrants ...........................................................................................9-192
9-30.5(1) End Connections ..........................................................9-192
9-30.5(2) Hydrant Dimensions ....................................................9-192
9-30.5(3) Hydrant Extensions ......................................................9-192
9-30.5(4) Hydrant Restraints .......................................................9-192
9-30.5(5) Traffi c Flange ...............................................................9-193
9-30.5(6) Guard Posts ..................................................................9-193
Page lxii 2010 Standard Specifi cations M 41-10
CONTENTS
9-30.6 Water Service Connections (2-inches and Smaller) .........................9-193
9-30.6(1) Saddles .........................................................................9-193
9-30.6(2) Corporation Stops ....................................................... 9-193
9-30.6(3) Service Pipes ................................................................9-193
9-30.6(3)A Copper Tubing .......................................9-193
9-30.6(3)B Polyethylene Tubing ..............................9-193
9-30.6(4) Service Fittings ............................................................9-193
9-30.6(5) Meter Setters ................................................................9-194
9-30.6(6) Bronze Nipples and Fittings .........................................9-194
9-30.6(7) Meter Boxes .................................................................9-194
9-31 ELASTOMERIC BEARING PADS .............................................................9-195
9-31.1 Requirements ...................................................................................9-195
9-32 MAILBOX SUPPORT...................................................................................9-196
9-32.1 Steel Posts ........................................................................................9-196
9-32.2 Bracket, Platform, and Anti-Twist Plate ..........................................9-196
9-32.3 Vacant ...............................................................................................9-196
9-32.4 Wood Posts .......................................................................................9-196
9-32.5 Fasteners ..........................................................................................9-196
9-32.6 Snow Guard .....................................................................................9-196
9-32.7 Type 2 Mailbox Support ..................................................................9-196
9-32.8 Concrete Base ..................................................................................9-196
9-32.9 Steel pipe ..........................................................................................9-196
9-32.10 U-Channel Post ................................................................................9-196
9-33 CONSTRUCTION GEOSYNTHETIC .......................................................9-197
9-33.1 Geosynthetic Material Requirements ...............................................9-197
9-33.2 Geosynthetic Properties ...................................................................9-198
9-33.2(1) Geotextile Properties ....................................................9-198
9-33.2(2) Geotextile Properties For Retaining Walls and
Reinforced Slopes .......................................................9-200
9-33.2(3) Prefabricated Drainage Mat .........................................9-201
9-33.3 Aggregate Cushion of Permanent Erosion Control Geotextile ........9-201
9-33.4 Geosynthetic Material Approval and Acceptance ............................9-201
9-33.4(1) Geosynthetic Material Approval ..................................9-201
9-33.4(2) Vacant ...........................................................................9-202
9-33.4(3) Acceptance Samples ...................................................9-202
9-33.4(4) Acceptance by Certifi cate of Compliance ....................9-203
9-33.4(5) Approval of Seams .......................................................9-203
9-34 PAVEMENT MARKING MATERIAL ........................................................9-204
9-34.1 General .............................................................................................9-204
9-34.2 Paint .................................................................................................9-204
9-34.2(1) High VOC Solvent Based Paint ...................................9-204
9-34.2(2) Low VOC Solvent Based Paint ....................................9-206
9-34.2(3) Low VOC Waterborne Paint ........................................9-208
9-34.2(4) Temporary Pavement Marking Paint ...........................9-209
9-34.3 Plastic ...............................................................................................9-209
9-34.3(1) Type A – Liquid Hot Applied Thermoplastic ...............9-210
9-34.3(2) Type B – Pre-formed Fused Thermoplastic .................9-210
9-34.3(3) Type C – Cold Applied Pre-formed Tape .....................9-210
9-34.3(4) Type D – Liquid Cold Applied Methyl Methacrylate ..9-211
9-34.4 Glass Beads ......................................................................................9-212
9-34.5 Temporary Pavement Marking Tape ................................................9-212
9-34.6 Temporary Raised Pavement Markers .............................................9-213
9-34.7 Field Testing .....................................................................................9-213
2010 Standard Specifi cations M 41-10 Page lxiii
CONTENTS
9-35 TEMPORARY TRAFFIC CONTROL MATERIALS ...............................9-214
9-35.0 General Requirements ......................................................................9-214
9-35.1 Stop/Slow Paddles ...........................................................................9-214
9-35.2 Construction Signs ...........................................................................9-214
9-35.3 Wood Sign Posts ..............................................................................9-215
9-35.4 Sequential Arrow Signs ....................................................................9-215
9-35.5 Portable Changeable Message Signs ...............................................9-216
9-35.6 Barricades ........................................................................................9-217
9-35.7 Traffi c Safety Drums ........................................................................9-217
9-35.8 Barrier Drums ..................................................................................9-217
9-35.9 Traffi c Cones ....................................................................................9-217
9-35.10 Tubular Markers ...............................................................................9-217
9-35.11 Warning Lights and Flashers............................................................9-218
9-35.12 Truck-Mounted Attenuator ..............................................................9-218
9-35.13 Tall Channelizing Devices ...............................................................9-218
9-35.14 Portable Temporary Traffi c Control Signa .......................................9-219
Page lxiv 2010 Standard Specifi cations M 41-10
CONTENTS
2010 Standard Specifications M 41-10 Page 1-1
DIVISION 1
GENERAl REQuIREMENTS
1-01 DEFINITIONS AND TERMS
1-01.1 General
The following abbreviations and terms are defined here as they are used in any
Contract documents and Specifications. When used in the Proposal Form to denote
items of Work and units of measurements, abbreviations are defined to mean the
full expression.
1-01.2 Abbreviations
1-01.2(1) Associations and Miscellaneous
These abbreviations are used in Plans and Specifications as defined here:
AAA American Arbitration Association
AAR Association of American Railroads
AASHTO American Association of State Highway and Transportation Officials
ACI American Concrete Institute
AGA American Gas Association
AGC Associated General Contractors of America
AI Asphalt Institute
AIA American Institute of Architects
AISC American Institute of Steel Construction
AISI American Iron and Steel Institute
AITC American Institute of Timber Construction
AMS Aerospace Material Specification
ANLA American Nursery and Landscape Association
ANSI American National Standards Institute
APA American Plywood Association
API American Petroleum Institute
APWA American Public Works Association
ARA American Railway Association
AREA American Railway Engineering Association
ARTBA American Road & Transportation Builders Association
ASA American Standards Association
ASCE American Society of Civil Engineers
ASLA American Society of Landscape Architects
ASME American Society of Mechanical Engineers
ASNT American Society for Nondestructive Testing
ASTM American Society for Testing and Materials
AWPA American Wood Preservers’ Association
AWS American Welding Society
AWWA American Water Works Association
CFR Code of Federal Regulations
CLI Chain Link Institute
CRAB County Road Administration Board
Page 1-2 2010 Standard Specifications M 41-10
1-01 DEFINITIONS AND TERMS
CRSI Concrete Reinforcing Steel Institute
DIPRA Ductile Iron Pipe Research Association
EEI Edison Electric Institute
EPA Environmental Protection Agency
ESAL Equivalent Single Axle Loads
FHWA Federal Highway Administration
FOP Field Operating Procedure
FSS Federal Specifications and Standards, General Services
Administration
HUD United States Department of Housing and Urban Development
ICEA Insulated Cable Engineers Association
IEEE Institute of Electrical and Electronics Engineers
ITE Institute of Transportation Engineers
IES Illumination Engineering Society
IMSA International Municipal Signal Association
LID Local Improvement District
LPI Lighting Protection Institute
MSHA Mine Safety and Health Act
MUTCD Manual on Uniform Traffic Control Devices
NEC National Electrical Code
NEMA National Electrical Manufacturers’ Association
NEPA National Environmental Policy Act
NFPA National Fire Protection Association
NIST National Institute of Standards and Technology
NRMCA National Ready Mix Concrete Association
OMWBE Office of Minority and Women’s Business Enterprises
OSHA Occupational Safety and Health Administration
PCA Portland Cement Association
PPI Plastic Pipe Institute
P/PCI Precast/Prestressed Concrete Institute
QPL Qualified Products List
RAM Request for Approval of Material
RCW Revised Code of Washington (Laws of the State)
RID Road Improvement District
SAE Society of Automotive Engineers
SEPA State Environmental Policy Act
SOP Standard Operating Procedure
SSPC Steel Structures Painting Council
TIB Transportation Improvement Board
UL Underwriter Laboratory
ULID Utility Local Improvement District
UMTA Urban Mass Transit Administration
WAC Washington Administrative Code
WAQTC Western Alliance for Quality Transportation Construction
WCLIB West Coast Lumber Inspection Bureau
2010 Standard Specifications M 41-10 Page 1-3
DEFINITIONS AND TERMS 1-01
WISHA Washington Industrial Safety and Health Administration
WRI Wire Reinforcement Institute
WSDOE Washington State Department of Ecology
WSDOT Washington State Department of Transportation
WWPA Western Wood Products Association
1-01.2(2) Items of Work and units of Measurement
Plans and Specifications may include common engineering and construction
abbreviations. Many such abbreviations need no definition. But when the following
abbreviations are used, they will only mean:
Agg. Aggregate
Al. Aluminum
ATB Asphalt Treated Base
BST Bituminous Surface Treatment
Cl. Class
Cfm Cubic Feet per Minute
Cfs Cubic Feet per Second
Comb. Combination
Conc. Concrete
CPF Composite Pay Factor
Crib. Cribbing
Culv. Culvert
cy or cu yd. Cubic Yard
Diam. Diameter
ESAL Equivalent Single Axle Loads
Est. Estimate or Estimated
Excl. Excluding
F Fahrenheit
Gph Gallon per Hour
Gpm Gallon per Minute
Hund. Hundred
HMA Hot Mix Asphalt
In. Inch
Incl. Including
JMCIF Job Mix Compliance Incentive Factor
JMF Job Mix Formula
Lb Pound(s)
LF or Lin. Ft. Linear Foot (Feet)
LS Lump Sum
M Thousand
MBM Thousand Feet Board Measure
MUTS Minimum Ultimate Tensile Strength
PCPS Precast Prestressed
Pres. Pressure
PSI Pounds per Square Inch
PVC Polyvinyl Chloride
Page 1-4 2010 Standard Specifications M 41-10
1-01 DEFINITIONS AND TERMS
RAP Recycled Asphalt Pavement
Reg. Regulator
Reinf. Reinforced, Reinforcing
Sec. Section
St. Steel
Str. Structural
sy or sq. yd. Square Yard(s)
Th. Thick or Thickness
Tr. Treatment
Va Air Voids
VC Vitrified Clay
VFA Voids Filled with Asphalt
VMA Voids in Mineral Aggregate
1-01.3 Definitions
Addendum
A written or graphic document, issued to all Bidders and identified as an Addendum
prior to Bid opening, which modifies or supplements the Bid Documents and becomes
a part of the Contract.
Auxiliary lane
The part of the Roadway next to Traveled Ways for parking, speed changes, turning,
weaving, truck climbing or for anything that adds to through traffic movement.
Award
The formal decision of the Contracting Agency to accept the lowest responsible
and responsive Bidder for the Work.
Bid, Proposal
The offer of a Bidder on a properly completed Proposal Form to perform the
Contract.
Bidder
An individual, partnership, firm, corporation, or joint venture, submitting a Proposal
or Bid. When required by law or otherwise the individual, partnership, firm, corporation,
or joint venture shall be prequalified.
Bid Documents
The component parts of the proposed Contract which may include, but are not
limited to, the Proposal Form, the proposed Contract Provisions, the proposed Contract
Plans, Addenda, and subsurface boring logs (if any).
Bridge Approach Embankments
An embankment beneath a Structure and extending 100-feet beyond a Structure’s
end (at Subgrade elevation for the full embankment width) plus an access ramp on
a 10:1 slope to the original ground elevation. Also, any embankment that replaces
unsuitable foundation soil beneath the Bridge Approach Embankment.
call for Bids (Advertisement for Bids)
The published public notice soliciting Proposals or Bids for Work stating, among
other things, the time, place, and date for receiving and opening the Bids.
commission, Washington State Transportation commission
The appointive body having authority over state transportation matters as provided
by law.
2010 Standard Specifications M 41-10 Page 1-5
DEFINITIONS AND TERMS 1-01
completion Dates
Substantial Completion Date is the day the Engineer determines the Contracting
Agency has full and unrestricted use and benefit of the facilities, both from the
operational and safety standpoint, all the initial plantings are completed and only minor
incidental work, replacement of temporary substitute facilities, plant establishment
periods, or correction or repair remains for the Physical Completion of the total Contract.
Physical Completion Date is the day all of the Work is physically completed on
the project. All documentation required by the Contract and required by law does not
necessarily need to be furnished by the Contractor by this date.
Completion Date is the day all the Work specified in the Contract is completed and
all the obligations of the Contractor under the Contract are fulfilled by the Contractor. All
documentation required by the Contract and required by law must be furnished by the
Contractor before establishment of this date.
contract
The written agreement between the Contracting Agency and the Contractor.
It describes, among other things:
1. What work will be done, and by when;
2. Who provides labor and materials; and
3. How Contractors will be paid.
The Contract includes the Contract (agreement) Form, Bidder’s completed Proposal
Form, Contract Provisions, Contract Plans, standard Specifications, Standard Plans,
Addenda, various certifications and affidavits, supplemental agreements, change orders,
and subsurface boring logs (if any).
contract Bond
The approved form of security furnished by the Contractor and the Contractor’s
Surety as required by the Contract, that guarantees performance of all the Work
required by the Contract and payment to anyone who provides supplies or labor for the
performance of the Work.
contract Form (Agreement Form)
The form provided by the Contracting Agency that requires the authorized
signatures of the Contractor and the Contracting Agency to result in formal execution
of the Contract.
contracting Agency
Agency of Government that is responsible for the execution and administration
of the Contract.
contractor
The individual, partnership, firm, corporation, or joint venture, Contracting with the
Contracting Agency to do prescribed Work.
contract Plans
A publication addressing the Work required for an individual project. At the time of
the call for Bids, the Contract Plans may include, but are not limited to, the following: a
vicinity map, a summary of quantities, structure notes, signing information, traffic control
plans, and detailed drawings; all for a specific individual project. At the time of the
Contract execution date, the Contract Plans include any Addenda.
contract Provisions
A publication addressing the Work required for an individual project. At the time
of the call for Bids, the Contract Provisions may include, for a specific individual
project, the amendments to the standard Specifications, the Special Provisions, a listing
of the applicable Standard Plans, the prevailing minimum hourly wage rates, and an
Page 1-6 2010 Standard Specifications M 41-10
1-01 DEFINITIONS AND TERMS
informational Proposal Form with the listing of Bid items. The proposed Contract
Provisions may also include, for a specific individual project, the Required Contract
Provisions Federal-aid Construction Contracts, and various required certifications or
declarations. At the time of the Contract execution date, the Contract Provisions include
the proposed Contract Provisions and include any Addenda, a copy of the Contract Form,
and a copy of the Proposal Form with the Contract prices and extensions.
Department, Department of Transportation
The State Agency authorized by law to administer transportation-related work.
Engineer
The Contracting Agency’s representative who administers the construction program
for the Contracting Agency.
Federal highway Administration
The Federal Agency authorized to approve plans and contracts for Federal-Aid
Highway projects. They also inspect such projects to ensure Contract compliance.
Frontage Road
A local street or road usually next to an arterial Highway that serves abutting
property and adjacent areas and controls access.
highway
A public way for vehicles, including the entire Right of Way.
Inspector
The Project Engineer’s representative who inspects Contract performance in detail.
laboratory
The laboratories of the Contracting Agency, or other laboratories the Contracting
Agency authorizes to test Work, soils, and materials.
Plans
The Contract Plans or Standard Plans which show location, character, and
dimensions of prescribed Work including layouts, profiles, cross-sections, and
other details.
Project Engineer
The Engineer’s representative who directly supervises the engineering and
administration of a construction project.
Proposal Form
The form provided to Bidders by the Contracting Agency for submittal of a Proposal
or Bid to the Contracting Agency for a specific project. The form includes the item
number, estimated plan quantity, and item description of the Bid items along with blank
spaces to be completed by the Bidder for the unit prices, extensions, the total Bid amount,
signatures, date, acknowledgment of Addenda, and the Bidder’s address. The required
certifications and declarations are part of the form.
Right of Way
Land, property, or property interest, usually in a strip, acquired for or devoted
to transportation purposes.
Roadbed
The graded part of the Roadway within top and side slopes, prepared as a foundation
for the pavement structure and Shoulders.
Roadway
The portion of the Right of Way within the outside limits of the side slopes.
Secretary, Secretary of Transportation
The chief executive officer of the Department and other authorized representatives.
2010 Standard Specifications M 41-10 Page 1-7
DEFINITIONS AND TERMS 1-01
Shoulder
The part of the Roadway next to the Traveled Way or Auxiliary Lanes. It provides
lateral support of base and surface courses and is an emergency stopping area for
vehicles.
Special Provisions
Supplemental Specifications and modifications to the standard Specifications and the
amendments to the standard Specifications that apply to an individual project.
Specifications
Provisions and requirements for the prescribed Work.
Standard Plans
A manual of specific plans or drawings adopted by the Contracting Agency which
show frequently recurring components of Work that have been standardized for use.
State
The state of Washington acting through its representatives.
Structures
Bridges, culverts, catch basins, drop inlets, retaining walls, cribbing, manholes,
endwalls, buildings, service pipes, sewers, underdrains, foundation drains, and other
features found during Work that the Contract may or may not classify as a Structure.
Subcontractor
An individual, partnership, firm, corporation, or joint venture who is sublet part
of the Contract by the Contractor.
Subgrade
The top surface of the Roadbed on which subbase, base, surfacing, pavement,
or layers of similar materials are placed.
Substructure
The part of the Structure below:
1. The bottom of the grout pad for the simple and continuous span bearing, or
2. The bottom of the girder or bottom slab soffit, or
3. Arch skewbacks and construction joints at the top of vertical abutment
members or rigid frame piers.
Substructures include endwalls, wingwalls, barrier and railing attached to the
wingwalls, and cantilever barriers and railings.
Superstructure
The part of the Structure above:
1. The bottom of the grout pad for the simple and continuous span bearing, or
2. The bottom of the girder or bottom slab soffit, or
3. Arch skewbacks and construction joints at the top of vertical abutment
members or rigid frame piers.
and extending:
1. from the back of pavement seat to the back of pavement seat when the endwalls
are attached to the Superstructure, or
2. from the expansion joint at the end pier to the expansion joint at the other
end pier when the endwalls are not attached to the Superstructure.
Superstructures include, but are not limited to, girders, slab, barrier, and railing
attached to the Superstructure.
Superstructures do not include endwalls, wingwalls, barrier and railing attached to
the wingwalls, and cantilever barriers and railings unless supported by the Superstructure.
Page 1-8 2010 Standard Specifications M 41-10
1-01 DEFINITIONS AND TERMS
Surety
A company that is bound with the Contractor to ensure performance of the Contract,
payment of all obligations pertaining to the Work, and fulfillment of such other conditions
as are specified in the Contract, Contract Bond, or otherwise required by law.
Titles (or headings)
The titles or headings of the sections and subsections herein are intended for
convenience of reference and shall not be considered as having any bearing on their
interpretation.
Traveled Way
That part of the Roadway made for vehicle travel excluding Shoulders and
Auxiliary Lanes.
Work
The provision of all labor, materials, tools, equipment, and everything needed
to successfully complete a project according to the Contract.
Working Drawings
Shop drawings, shop plans, erection plans, falsework plans, framework plans,
cofferdam, cribbing and shoring plans, bending diagrams for reinforcing steel, or any
other supplementary plans or similar data, including a schedule of submittal dates for
Working Drawings where specified, which the Contractor must submit to the Engineer
for approval.
2010 Standard Specifications M 41-10 Page 1-9
BID PROcEDuRES AND cONDITIONS 1-02
1-02 BID PROcEDuRES AND cONDITIONS
1-02.1 Prequalification of Bidders
The Contracting Agency will provide a Bid Proposal Form only after a prospective
Bidder submits a “Standard Questionnaire and Financial Statement.” This questionnaire
enables the Contracting Agency to decide whether or not the Bidder is qualified to
perform Highway, road, or other public work. The questionnaire shall be sworn to before
a person authorized to take oaths.
On the basis of this questionnaire, the Contracting Agency will either specify the
type and amount of Work it considers the prospective Bidder prequalified to perform
or advise the prospective Bidder of the reasons they failed to be prequalified. To
remain prequalified, the Bidder must submit an updated questionnaire once a year and
supplements whenever required by the Contracting Agency.
A submittal deadline applies to any prospective Bidder not prequalified or from
whom a supplemental questionnaire is due. To receive consideration for issuance of a Bid
Proposal Form on a specific project, the questionnaire (or supplement) must be received
by the Prequalification Engineer no less than 15-days prior to the scheduled Bid opening.
The Contracting Agency may withdraw a Bidder’s prequalification or reduce its
amount if:
1. The extent of other work the Bidder has under Contract (Contracting Agency or
otherwise) justifies such action, or
2. Past or present work on a Contracting Agency Contract has been less
than satisfactory.
If a Bidder’s questionnaire does not contain sufficient information, the Contracting
Agency may refuse to provide a Bid Proposal Form and disregard any Bid submitted.
After opening Bids, the Contracting Agency may decide that a prequalified Bidder is
not responsible and may refuse to accept the Bid on that basis. Such a refusal will be
conclusive unless the Bidder appeals within five days to the Superior Court of Thurston
County. Any appeal shall be heard within ten days after it is filed and shall provide at
least five days’ notice to the Contracting Agency.
The Bidder shall ensure that the combination of the Bid amount and other Contract
work with the Contracting Agency does not exceed the prequalification amount. If this
combination does exceed the prequalification amount, the Contracting Agency may
determine the Bidder to be not responsible and refuse to Award a Contract.
Two or more prospective Bidders may, in a joint venture, prequalify and Bid
jointly on a single Contract. Each shall have filed a “Standard Questionnaire and
Financial Statement.” Together they shall also file a standard form of “Individual Project
Statement of Joint Venture” and a joint venture agreement in a form acceptable to the
Contracting Agency.
To Bid jointly on a continuous joint venture on more than one Contract, two or more
prospective Bidders shall submit:
1. A “Standard Questionnaire and Financial Statement” compiled for the
joint venture;
2. A “Standard Questionnaire and Financial Statement” for each member (if the
Contracting Agency has no copy on file); and
3. A copy of the “Joint Venture Agreement” signed by each member of the joint
venture and naming each person authorized to sign documents on its behalf.
(If any member is a corporation, a corporate resolution shall accompany the
agreement. This resolution shall authorize the joint venture agreement and
name the officer(s) authorized to sign the joint venture agreement or Contract
on behalf of the corporation.)
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1-02 BID PROcEDuRES AND cONDITIONS
The Contracting Agency will treat the continuing joint venture as a new firm and
decide its prequalification on that basis.
Any joint venture and each of its members is subject to Section 1-02.14.
1-02.2 Plans and Specifications
The Contracting Agency will place review copies of the Plans and Specifications
on file in the offices of:
1. All Regional Administrators of the Department,
2. The County Engineer of the county in which the Work is located, and
3. These plans service offices of the Associated General Contractors of America:
Seattle, Spokane, and Tacoma, Washington.
Prospective Bidders may purchase Plans and Specifications from the Department
of Transportation in Olympia, Washington, for the fee given in the call for Bids. The
fee shall accompany each request for Plans. Checks shall be payable to the State of
Washington, Department of Transportation.
After Award of the Contract, the Plans and Specifications will be issued without
charge on the following basis:
To Prime Contractor No. of
Sets Basis of Distribution
Reduced Plans (11″ × 17″) and
Special Provision
10 Furnished automatically upon Award.
Additional reduced Plans
(11″ × 17″) and Special Provision
10 Furnished only upon request for
projects with more than 100 plan
sheets.
Large Plans (22″ × 34″) and Special
Provisions
1 Furnished automatically upon award.
Additional large Plans (22″ × 34″) and
Special Provisions
1 Furnished only upon request
for projects with more than
100 plan sheets.
To Subcontractors
and Suppliers
No. of
Sets Basis of Distribution
Reduced Plans (11″x 17″) and
accompanying Special Provisions
1 Furnished only upon request by the
Prime Contractor for an approved
Subcontractor or material supplier.
Additional Plans may be purchased by payment of the current rates.
1-02.3 Estimated Quantities
The quantities shown in the Proposal Form and the Contract Forms are estimates and
are stated only for Bid comparison purposes. The Contracting Agency does not warrant
expressly or by implication, that the actual quantities of Work will correspond with those
estimates. Payment will be made on the basis of the actual quantities of each item of
Work completed in accordance with the Contract requirements.
1-02.4 Examination of Plans, Specifications, and Site of Work
1-02.4(1) General
The Bidder shall carefully examine the Bid Documents as defined in Section 1-01.3.
Submittal of a Bid shall be conclusive evidence that the Bidder has made these
examinations and understands all requirements for the performance of the completed
Work. The Bidder further warrants, agrees, and acknowledges by submitting a Bid that it:
1. Has taken steps reasonably necessary to ascertain the nature and location
of the Work;
2010 Standard Specifications M 41-10 Page 1-11
BID PROcEDuRES AND cONDITIONS 1-02
2. Has investigated and satisfied itself as to the general and local conditions which
can affect the Work or its cost, including but not limited to:
a. conditions bearing upon acquisition, transportation, disposal, handling,
and storage of materials;
b. the availability of labor, materials, water, electric power, and roads;
c. uncertainties of weather, river stages, tides, or similar physical conditions
at the site;
d. the conformation and condition of the ground;
e. the character of equipment and facilities needed preliminary to and during
Work performance; and
f. the site biological hazards and associated physical hazards.
3. Has satisfied itself as to the character, quality, and quantity of surface and
subsurface materials or obstacles to be encountered insofar as this information
is reasonably ascertainable from an inspection of the Work site (including
material sites) as well as from the Bid Documents and other information made
a part of this Contract; and
4. Has satisfied itself as to the adequacy of time allowed for the completion of the
physical Work on the Contract.
Any failure of the Bidder to take the actions described and acknowledged in
this clause shall not relieve the Bidder from responsibility for estimating properly
the difficulty and cost of successfully performing the Work, or from proceeding to
successfully perform the Work without additional expense to the Contracting Agency.
The Bidder agrees that the Contracting Agency shall not be liable to it on any claim
for additional payment or additional time or any claim whatsoever if the claim directly or
indirectly results from the Bidder’s failure to investigate and familiarize itself sufficiently
with the conditions under which the Contract is to be performed.
The Bidder shall be familiar and comply with all Federal, State, tribal, and local
laws, ordinances, and regulations which might affect those engaged in the Work. The
Contracting Agency will not consider any plea of misunderstanding or ignorance of
such requirements.
Bid prices shall reflect what the Bidder anticipates to be the cost of completing
the Work, including methods, materials, labor, and equipment. Except as the Contract
may provide, the Bidder shall receive no payment for any costs that exceed those in the
Bid prices.
Prospective Bidders are advised that projects with Work on or adjacent to water may
require insurance coverage in compliance with:
1. The Longshoremen’s and Harbor Worker’s Compensation Act (administered
by U.S. Department of Labor), or
2. The State Industrial Insurance (administrated by the Washington State
Department of Labor and Industries), or
3. Both.
The Contractor shall bear all cost for such insurance as provided in Section 1-07.10.
No Claim shall be allowed because of any ambiguity in the Contract if:
1. The Bidder discovers an ambiguity but fails to notify the Contracting Agency;
or
2. The Bidder failed to discover a patent ambiguity that would be discovered
by a reasonably prudent contractor in preparing its Bid.
Any prospective Bidder desiring an explanation or interpretation of the Bid
Documents, must request the explanation or interpretation in writing soon enough to
allow a written reply to reach all prospective Bidders before the submission of their
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1-02 BID PROcEDuRES AND cONDITIONS
Bids. Oral explanations, interpretations, or instructions given by anyone before the
Award of a Contract will not be binding on the Contracting Agency. Any information
given a prospective Bidder concerning any of the Bid Documents will be furnished to all
prospective Bidders as an Addendum if that information is deemed by the Contracting
Agency to be necessary in submitting Bids or if the Contracting Agency concludes that
the lack of the information would be prejudicial to other prospective Bidders.
1-02.4(2) Subsurface Information
If the Contracting Agency has made subsurface investigation of the site of the
proposed Work, the boring log data and soil sample test data accumulated by the
Contracting Agency will be made available for inspection by the Bidders. The boring logs
shall be considered as part of the Contract. However, the Contracting Agency makes no
representation or warranty expressed or implied that:
1. The Bidders’ interpretations from the boring logs are correct;
2. Moisture conditions and indicated water tables will not vary from those found
at the time the borings were made; and
3. The ground at the location of the borings has not been physically disturbed or
altered after the boring was made.
The Contracting Agency specifically makes no representations, guarantees, or
warranties as to the condition, materials, or proportions of the materials between the
specific borings regardless of any subsurface information the Contracting Agency may
make available to the prospective Bidders.
The availability of subsurface information from the Contracting Agency shall not
relieve the Bidder or the Contractor from any risks or of any duty to make examinations
and investigations as required by Section 1-02.4(1) or any other responsibility under the
Contract or as may be required by law.
1-02.5 Proposal Forms
At the request of a prequalified Bidder, the Contracting Agency will provide a
Proposal Form for any project on which the Bidder is eligible to Bid.
The Proposal Form will identify the project and its location and describe the Work.
It will also list estimated quantities, units of measurement, the items of Work, and the
materials to be furnished at the unit Bid prices. The Bidder shall complete spaces on the
Proposal Form that call for unit prices, extensions, the total Bid amount, signatures, date,
acknowledgment of Addenda, and the Bidder’s address. The required certifications are
included as part of the Proposal Form.
1-02.6 Preparation of Proposal
The Contracting Agency will accept only those Proposals properly executed on
forms it provides. Unless it approves in writing, the Contracting Agency will not accept
Proposals on forms attached to the Plans and stamped “Informational”.
All prices shall be in legible figures (not words) written in ink or typed. The
Proposal shall include:
1. A unit price for each item (omitting digits more than four places to the right
of the decimal point),
2. An extension for each unit price (omitting digits more than two places to the
right of the decimal point), and
3. The total Contract price (the sum of all extensions).
In the space provided on the signature sheet, the Bidder shall confirm that all
Addenda has been received.
The Bidder shall submit a completed “Disadvantaged, Minority or Women’s
Business Enterprise Certification” if it applies.
2010 Standard Specifications M 41-10 Page 1-13
BID PROcEDuRES AND cONDITIONS 1-02
The Bidder shall submit with the Bid a list of:
1. Subcontractors who will perform the work of heating, ventilation and air
conditioning, plumbing as described in Chapter 18.106 RCW and electrical
as described in Chapter 19.28 RCW, and
2. The work those Subcontractors will perform on the Contract.
3. Shall not list more than one Subcontractor for each category of work identified,
except, when Subcontractors vary with Bid alternates, in which case the Bidder
shall identify which Subcontractor will be used for which alternate.
If no Subcontractor is listed, the Bidder acknowledges that it does not intend to use
any Subcontractor to perform those items of work.
Proposals of corporations shall be signed by the officer or officers having authority
to sign them. If a Bidder is a copartnership, the Proposal shall be signed by an authorized
member of the copartnership. When the Bidder is a joint venture, the Proposal shall be
signed by one or more individuals as authorized by the Joint Venture.
1-02.7 Bid Deposit
A deposit of at least 5-percent of the total Bid shall accompany each Bid. This
deposit may be by cash, certified check, cashier’s check, or a proposal bond (Surety
bond). The proposal bond may be in hard copy or electronic format via Surety2000.com
or Insurevision.com and BidX.com. Any proposal bond shall be on a form acceptable
to the Contracting Agency and shall be signed by the Bidder and the Surety. A proposal
bond shall not be conditioned in any way to modify the minimum 5-percent required.
The Surety shall: (1) be registered with the Washington State Insurance Commissioner,
and (2) appear on the current Authorized Insurance List in the State of Washington
published by the Office of the Insurance Commissioner.
The failure to furnish a Bid deposit of a minimum of 5-percent shall make the Bid
nonresponsive and shall cause the Bid to be rejected by the Contracting Agency.
1-02.8 Noncollusion Declaration and Lobbying Certification
1-02.8(1) Noncollusion Declaration
When required by Section 112(c) Title 23, United States Code, a declaration shall
be provided certifying that the Bidder has not taken part in collusion or other action that
would restrain competitive Bidding.
The Code of Federal Regulations 23 CFR 635.112(f)(1) requires that: “Each
Bidder shall file a sworn or unsworn statement executed by, or on behalf of the person,
firm, association, or corporation submitting the Bid, certifying that such persons,
firm, association, or corporation has not either directly or indirectly, entered into any
agreement, participated in any collusion, or otherwise taken any action in restraint of free
competitive Bidding in connection with the submitted Bid. Failure to submit the sworn or
unsworn statement as part of the Bid Proposal package will make the Bid nonresponsive
and not eligible for Award consideration.” In addition, 23 CFR 635.112(f)(1) requires that
the Contracting Agency provide the form for the declaration to prospective Bidders and
that the declaration shall be executed by such persons, firm, association, or corporation
under penalty of perjury under the laws of the United States.
Therefore, by signing the Proposal, the Bidder will be deemed to have signed and
agreed to the requirements of the Noncollusion Declaration.
1-02.8(2) Lobbying Certification
Section 319 of Public Law 101-121 prohibits payment of Federal Funds for
contract lobbying by the Contractor and any Subcontractor or lower tier subcontractor
whose contract exceeds $100,000. A Certification for Federal-Aid Contracts (Form
DOT 272-040) is provided in the Proposal Form for Contracts exceeding $100,000
to address this requirement.
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1-02 BID PROcEDuRES AND cONDITIONS
By signing the proposal, the Bidder will be deemed to have signed and agreed to the
conditions and requirements of the Certification for Federal-Aid Contracts.
The Contractor shall ensure that a Certification for Federal-Aid Contracts
(Form DOT 272-040) is included in every contract with any Subcontractor or lower
tier subcontractor whose contract exceeds $100,000. By signing the contract any
Subcontractor or lower tier subcontractor will be deemed to have signed and agreed
to the conditions and requirements of the Certification for Federal-Aid Contracts.
The Contractor shall keep evidence in their files that such Subcontractor or lower tier
subcontractor has committed to this requirement.
Section 319 of Public Law 101-121 also provides that, if any funds other than
Federal appropriated funds have been paid or will be paid to any person for influencing
or attempting to influence an officer or employee of any Federal agency, a Member of
Congress, an officer or employee of Congress, or an employee of a Member of Congress
in connection with this Federal Contract, grant, loan, or cooperative agreement, the
Contractor shall complete and submit to the Contracting Agency the Standard Form
LLL, DISCLOSURE OF LOBBYING ACTIVITIES, in accordance with the instructions
on the form. Any Subcontractor or lower tier subcontractor whose contract exceeds
$100,000 shall disclose in the same manner as the Contractor, except that, Standard Form
LLL shall be submitted to the Contractor for processing to the Contracting Agency.
Audits will be conducted to ensure compliance with this section.
The Certification for Federal-Aid Contracts (Form DOT 272-040) may be
reproduced from the Proposal form. The disclosure form is available from the
Washington State Department of Transportation’s Pre-Contract Office, Transportation
Building, Olympia, Washington 98504.
1-02.9 Delivery of Proposal
Each Proposal shall be sealed and submitted in the envelope provided with it, or
electronically via Expedite software and BidX.com at the location and time identified
in Section 1-02.12. The Bidder shall fill in all blanks on this envelope to ensure proper
handling and delivery.
The Contracting Agency will not consider Proposals it receives after the time fixed
for opening Bids in the call for Bids.
1-02.10 Withdrawal or Revision of Proposal
After submitting a Bid Proposal to the Contracting Agency, the Bidder may
withdraw or revise it if:
1. The Bidder submits a written request signed by an authorized person, and
2. The Contracting Agency receives the request before the time for opening Bids.
The original Bid Proposal may be revised and resubmitted as the official Bid
Proposal if the Contracting Agency receives it before the time for opening Bids.
1-02.11 combination and Multiple Proposals
A project may be organized for Bidding and construction by various methods to
enable proposals to be submitted for combined projects or for the construction method
specified. The Contracting Agency reserves the right to Award combined or separate Bids
or by such other method deemed most advantageous to the Contracting Agency. Only
those combined Bids specifically prescribed in the project Special Provisions will be
accepted. If contracts are Awarded for combinations of projects, separate contracts will be
written for each project included in the combination.
A Bidder submitting more than one Proposal at a letting may attach one of the
following statements to each Proposal:
“We prefer to be Awarded not more than (Number) Contracts for projects for which
we have submitted Bids at this letting;” or
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BID PROcEDuRES AND cONDITIONS 1-02
“We prefer to be Awarded Contracts of a total value of not more than $____ for
projects for which we have submitted Bids at this letting.”
Such attachments will not make the Proposals irregular. The Contracting Agency
will Award each Contract to the lowest responsible Bidder but will consider such
attachment in determining the responsibility of the Bidder to perform each Contract for
which a statement has been attached.
1-02.12 Public Opening of Proposals
Proposals will be opened and publicly read at the time indicated in the call for Bids
unless the Bid opening has been delayed or canceled. Bidders, their authorized agents,
and other interested parties are invited to be present.
1-02.13 Irregular Proposals
1. A Proposal will be considered irregular and will be rejected if:
a. The Bidder is not prequalified;
b. The authorized Proposal Form furnished by the Contracting Agency is not
used or is altered;
c. The completed Proposal form contains any unauthorized additions,
deletions, alternate Bids, or conditions;
d. The Bidder adds provisions reserving the right to reject or accept the
Award, or enter into the Contract;
e. A price per unit cannot be determined from the Bid Proposal;
f. The Proposal form is not properly executed;
g. The Bidder fails to submit or properly complete a Subcontractor list, if
applicable, as required in Section 1-02.6.
h. The Bidder fails to submit or properly complete a Disadvantaged,
Minority or Women’s Business Enterprise Certification, if applicable, as
required in Section 1-02.6; or
i. The Bid Proposal does not constitute a definite and unqualified offer to
meet the material terms of the Bid invitation.
2. A Proposal may be considered irregular and may be rejected if:
a. The Proposal does not include a unit price for every Bid item;
b. Any of the unit prices are excessively unbalanced (either above or
below the amount of a reasonable Bid) to the potential detriment of the
Contracting Agency;
c. Receipt of Addenda is not acknowledged;
d. A member of a joint venture or partnership and the joint venture or
partnership submit Proposals for the same project (in such an instance,
both Bids may be rejected); or
e. If Proposal form entries are not made in ink.
1-02.14 Disqualification of Bidders
A Bidder may be deemed not responsible and the Proposal rejected if:
1. More than one Proposal is submitted for the same project from a Bidder under
the same or different names;
2. Evidence of collusion exists with any other Bidder. Participants in collusion
will be restricted from submitting further Bids;
3. A Bidder is not prequalified for the Work or to the full extent of the Bid;
4. An unsatisfactory performance record exists based on past or current
Contracting Agency Work;
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1-02 BID PROcEDuRES AND cONDITIONS
5. There is uncompleted work (Contracting Agency or otherwise) which might
hinder or prevent the prompt completion of the Work Bid upon;
6. The Bidder failed to settle bills for labor or materials on past or current
Contracts;
7. The Bidder has failed to complete a written public contract or has been
convicted of a crime arising from a previous public contract;
8. The Bidder is unable, financially or otherwise, to perform the Work;
9. A Bidder is not authorized to do business in the state of Washington; or
10. There are any other reasons deemed proper by the Contracting Agency.
1-02.15 Pre-Award Information
Before Awarding any Contract, the Contracting Agency may require one or more
of these items or actions of the apparent lowest responsible Bidder:
1. A complete statement of the origin, composition, and manufacture of any
or all materials to be used,
2. Samples of these materials for quality and fitness tests,
3. A progress schedule (in a form the Contracting Agency requires) showing
the order of and time required for the various phases of the Work,
4. A breakdown of costs assigned to any Bid item,
5. Attendance at a conference with the Engineer or representatives of the
Engineer, or
6. Any other information or action taken that is deemed necessary to ensure
that the Bidder is the lowest responsible Bidder.
2010 Standard Specifications M 41-10 Page 1-17
AWARD AND ExEcuTION OF cONTRAcT 1-03
1-03 AWARD AND ExEcuTION OF cONTRAcT
1-03.1 consideration of Bids
After opening and reading Proposals, the Contracting Agency will check them
for correctness of extensions of the prices per unit and the total price. If a discrepancy
exists between the price per unit and the extended amount of any Bid item, the price per
unit will control. The total of extensions, corrected where necessary, will be used by the
Contracting Agency for Award purposes and to fix the amount of the Contract Bond.
The right is reserved by the Contracting Agency to waive informalities in the
bidding, accept a Proposal of the lowest responsible Bidder, reject any or all Bids,
republish the call for Bids, revise or cancel the Work, or require the Work to be done in
another way if the best interest of the Contracting Agency is served.
A Bidder who wishes to claim error after the Bids have been publicly opened and
read as required by RCW 47.28.090 shall promptly notify the Contracting Agency that
an error occurred. The Bidder shall submit a notarized affidavit or declaration under
penalty of perjury signed by the Bidder and accompanied by the work sheets used in the
preparation of the Bid, requesting relief from the responsibilities of Award. The affidavit
or declaration shall describe the specific error(s) and certify that the work sheets are the
ones used in preparing the Bid.
The affidavit or declaration shall be submitted no later than 5:00 p.m. on the first
business day after Bid opening or the claim will not be considered. The Contracting
Agency will review the affidavit or declaration and the certified work sheets to determine
the validity of the claimed error and if the error is of the kind for which the law allows
relief from forfeiture of the Bid deposit. If the Contracting Agency concurs in the claim
of error and determines that the error is of the kind which allows relief from forfeiture,
the Bidder will be relieved of responsibility and the Bid deposit of the Bidder will be
returned. If the Contracting Agency does not concur in the error or determines that the
error is not the kind for which the law allows relief, the Contracting Agency may Award
the Contract and if the Bidder refuses to execute the Contract, the Bidder’s Bid deposit
shall be forfeited as required by RCW 47.28.100.
1-03.1(1) Tied Bids
After opening Bids, if two or more lowest responsive Bid totals are exactly
equal, then the tie-breaker will be determined by drawing as described in this Section.
Two or more slips of paper will be marked as follows: one marked “Winner” and the
other(s) marked “unsuccessful.” The slips will be folded to make the marking unseen.
The slips will be placed inside a box. One authorized representative of each Bidder
shall draw a slip from the box. Bidders shall draw in alphabetic order by the name of
the firm as registered with the Washington State Department of Licensing. The slips
shall be unfolded and the firm with the slip marked “Winner” will be determined to be
the successful Bidder and eligible for Award of the Contract. Only those Bidders who
submitted a Bid total that is exactly equal to the lowest responsive Bid are eligible
to draw.
1-03.2 Award of contract
Normally, Contract Award or Bid rejection will occur within 45 calendar days after
Bid opening. If the lowest responsible Bidder and the Contracting Agency agree, this
deadline may be extended. If they cannot agree on an extension by the 45-calendar day
deadline, the Contracting Agency reserves the right to Award the Contract to the next
lowest responsible Bidder or reject all Bids. The Contracting Agency will notify the
successful Bidder of the Contract Award in writing.
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1-03 AWARD AND ExEcuTION OF cONTRAcT
1-03.3 Execution of contract
Within 20-calendar days after the Award date, the successful Bidder shall return the
signed Contracting Agency-prepared Contract, an insurance certification as required by
Section 1-07.18, and a satisfactory bond as required by law and Section 1-03.4. Before
execution of the Contract by the Contracting Agency, the successful Bidder shall provide
any pre-Award information the Contracting Agency may require under Section 1-02.15.
Until the Contracting Agency executes a Contract, no Proposal shall bind the
Contracting Agency nor shall any Work begin within the project limits or within
Contracting Agency-furnished sites. The Contractor shall bear all risks for any Work
begun outside such areas and for any materials ordered before the Contract is executed
by the Contracting Agency.
If the Bidder experiences circumstances beyond their control that prevents return
of the Contract documents within 20-calendar days after the Award date, the Contracting
Agency may grant up to a maximum of 20 additional calendar days for return of the
documents, provided the Contracting Agency deems the circumstances warrant it.
1-03.4 contract Bond
The successful Bidder shall provide an executed Contract Bond for the full
Contract amount. This Contract Bond shall:
1. Be on a Contracting Agency-furnished form;
2. Be signed by an approved Surety (or Sureties) that:
a. Is registered with the Washington State Insurance Commissioner, and
b. Appears on the current Authorized Insurance List in the State of
Washington published by the Office of the Insurance Commissioner,
3. Be conditioned upon the faithful performance of the Contract by the Contractor
within the prescribed time; and
4. Guarantee that the Surety shall indemnify, defend, and protect the Contracting
Agency against any claim of direct or indirect loss resulting from the failure:
a. Of the Contractor (or any of the employees, Subcontractors, or lower tier
subcontractors of the Contractor) to faithfully perform the Contract, or
b. Of the Contractor (or the Subcontractors or lower tier subcontractors of
the Contractor) to pay all laborers, mechanics, Subcontractors, lower tier
subcontractors, materialperson, or any other person who provides supplies
or provisions for carrying out the Work.
The Contracting Agency may require Sureties or Surety companies on the Contract
Bond to appear and qualify themselves. Whenever the Contracting Agency deems the
Surety or Sureties to be inadequate, it may, upon written demand, require the Contractor
to furnish additional Surety to cover any remaining Work. Until the added Surety is
furnished, payments on the Contract will stop.
1-03.5 Failure to Execute contract
Failure to return the insurance certification and bond with the signed Contract as
required in Section 1-03.3, or failure to provide Disadvantaged, Minority or Women’s
Business Enterprise information if required in the Contract, or failure or refusal to sign
the Contract shall result in forfeiture of the proposal bond or deposit of this Bidder. If this
should occur, the Contracting Agency may then Award the Contract to the second lowest
responsible Bidder or reject all remaining Bids. If the second lowest responsible Bidder
fails to return the required documents as stated above within the time provided after
Award, the Contract may then be Awarded successively in a like manner to the remaining
lowest responsible Bidders until the above requirements are met or the remaining
Proposals are rejected.
2010 Standard Specifications M 41-10 Page 1-19
AWARD AND ExEcuTION OF cONTRAcT 1-03
1-03.6 Return of Bid Deposit
When Proposals have been examined and corrected as necessary, proposal bonds
and deposits accompanying Proposals ineligible for further consideration will be
returned. All other proposal bonds and deposits will be held until the Contract has been
properly executed. When the Contract has been properly executed, all remaining deposits
or bonds, except those subject to forfeiture, will be returned.
1-03.7 Judicial Review
Any decision made by the Contracting Agency regarding the Award and execution
of the Contract or Bid rejection shall be conclusive subject to the scope of judicial
review permitted under Washington Law. Such review, if any, shall be timely filed in the
Superior Court of Thurston County, Washington.
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1-04 ScOPE OF ThE WORk
1-04 ScOPE OF ThE WORk
1-04.1 Intent of the contract
The intent of the Contract is to prescribe a complete Work. Omissions from the
Contract of details of Work that are necessary to carry out the intent of the Contract shall
not relieve the Contractor from performing the omitted Work.
1-04.1(1) Bid Items Included in the Proposal
The Contractor shall provide all labor, materials, tools, equipment, transportation,
supplies, and incidentals required to complete all Work for the items included in
the Proposal.
1-04.1(2) Bid Items Not Included in the Proposal
When the Contract specifies Work that has no Bid item, and the Work is not
specified as being included with or incidental to other Bid items, an equitable adjustment
will be made in accordance with Section 1-04.4 unless that Work is customarily
considered as incidental to other items.
1-04.2 coordination of contract Documents, Plans, Special Provisions,
Specifications, and Addenda
The complete Contract includes these parts: the Contract Form, Bidder’s completed
Proposal Form, Contract Plans, Contract Provisions, standard Specifications, Standard
Plans, Addenda, various certifications and affidavits, supplemental agreements, change
orders, and subsurface boring logs (if any). These parts complement each other in
describing a complete Work. Any requirement in one part binds as if stated in all parts.
The Contractor shall provide any Work or materials clearly implied in the Contract even
if the Contract does not mention it specifically.
Any inconsistency in the parts of the Contract shall be resolved by following this
order of precedence (e.g., 1 presiding over 2, 3, 4, 5, 6, and 7; 2 presiding over 3, 4, 5, 6,
and 7; and so forth):
1. Addenda,
2. Proposal Form,
3. Special Provisions,
4. Contract Plans,
5. Amendments to the Standard Specifications,
6. Standard Specifications, and
7. Standard Plans.
On the Contract Plans, Working Drawings, and Standard Plans, figured dimensions
shall take precedence over scaled dimensions.
This order of precedence shall not apply when Work is required by one part of the
Contract but omitted from another part or parts of the Contract. The Work required in one
part must be furnished even if not mentioned in other parts of the Contract.
If any part of the Contract requires Work that does not include a description for how
the Work is to be performed, the Work shall be performed in accordance with standard
trade practice(s). For purposes of the Contract, a standard trade practice is one having
such regularity of observance in the trade as to justify an expectation that it will be
observed by the Contractor in doing the Work.
In case of any ambiguity or dispute over interpreting the Contract, the Engineer’s
decision will be final as provided in Section 1-05.1.
1-04.3 Vacant
2010 Standard Specifications M 41-10 Page 1-21
ScOPE OF ThE WORk 1-04
1-04.4 changes
The Engineer reserves the right to make, at any time during the Work, such changes
in quantities and such alterations in the Work as are necessary to satisfactorily complete
the project. Such changes in quantities and alterations shall not invalidate the Contract
nor release the Surety, and the Contractor agrees to perform the Work as altered. Among
others, these changes and alterations may include:
1. Deleting any part of the Work,
2. Increasing or decreasing quantities,
3. Altering Specifications, designs, or both,
4. Altering the way the Work is to be done,
5. Adding new Work,
6. Altering facilities, equipment, materials, services, or sites, provided by the
Contracting Agency.
7. Ordering the Contractor to speed up or delay the Work.
The Engineer will issue a written change order for any change unless the remainder
of this section provides otherwise.
If the alterations or changes in quantities significantly change the character of the
Work under the Contract, whether or not changed by any such different quantities or
alterations, an adjustment, excluding loss of anticipated profits, will be made to the
Contract. The basis for the adjustment shall be agreed upon prior to the performance
of the Work. If a basis cannot be agreed upon, then an adjustment will be made either
for or against the Contractor in such amount as the Engineer may determine to be fair
and equitable. If the alterations or changes in quantities do not significantly change the
character of the Work to be performed under the Contract, the altered Work will be paid
for as provided elsewhere in the Contract. The term significant change shall be construed
to apply only to the following circumstances:
A. When the character of the Work as altered differs materially in kind or nature
from that involved or included in the original proposed construction or
B. When an item of Work, as defined elsewhere in the Contract, is increased in
excess of 125-percent or decreased below 75-percent of the original Contract
quantity. For the purpose of this section, an item of Work will be defined as any
item that qualifies for adjustment under the provisions of Section 1-04.6.
For Item 1, an equitable adjustment for deleted Work will be made as provided in
Section 1-09.5.
For Item 2, if the actual quantity of any item, exclusive of added or deleted amounts
included in agreed change orders, increases or decreases by more than 25-percent from
the original Plan quantity, the unit Contract prices for that item may be adjusted in
accordance with Section 1-04.6.
For any changes except Item 1 (deleted Work) or Item 2 (increasing or decreasing
quantities), the Engineer will determine if the change should be paid for at unit
Contract price(s). If the Engineer determines that the change increased or decreased
the Contractor’s costs or time to do any of the Work including unchanged Work, the
Engineer will make an equitable adjustment to the Contract. The equitable adjustment
will be by agreement with the Contractor. However, if the parties are unable to agree,
the Engineer will determine the amount of the equitable adjustment in accordance with
Section 1-09.4 and adjust the time as the Engineer deems appropriate. Extensions of time
will be evaluated in accordance with Section 1-08.8. The Engineer’s decision concerning
equitable adjustment and extension of time shall be final as provided in Section 1-05.1.
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The Contractor shall proceed with the Work upon receiving:
1. A written change order approved by the Engineer, or
2. An oral order from the Project Engineer before actually receiving the written
change order.
Changes normally noted on field stakes or variations from estimated quantities,
except as provided in subparagraph A or B above, will not require a written change order.
These changes shall be made at the unit prices that apply. The Contractor shall respond
immediately to changes shown on field stakes without waiting for further notice.
The Contractor shall obtain written consent of the Surety or Sureties if the Engineer
requests such consent.
The Contracting Agency has a policy for the administration of cost reduction
alternatives proposed by the Contractor. The Contractor may submit proposals for
changing the Plans, Specifications, or other requirements of the Contract. These proposals
must reduce the cost or time required for construction of the project. When determined
appropriate by the Contracting Agency, the Contractor will be allowed to share
the savings.
Guidelines for submitting Cost Reduction Incentive Proposals are available at the
Project Engineer’s office. The actions and requirements described in the guidelines are
not part of the Contract. The guidelines requirements and the Contracting Agency’s
decision to accept or reject the Contractor’s proposal are not subject to arbitration under
the arbitration clause or otherwise subject to litigation.
1-04.4(1) Minor changes
Payments or credits for changes amounting to $15,000 or less may be made under
the Bid item “Minor Change”. At the discretion of the Contracting Agency, this procedure
for Minor Changes may be used in lieu of the more formal procedure as outlined in
Section 1-04.4, Changes.
The Contractor will be provided a copy of the completed order for Minor Change.
The agreement for the Minor Change will be documented by signature of the Contractor,
or notation of verbal agreement. If the Contractor is in disagreement with anything
required by the order for Minor Change, the Contractor may protest the order as provided
in Section 1-04.5.
Payments or credits will be determined in accordance with Section 1-09.4. For the
purpose of providing a common Proposal for all Bidders, the Contracting Agency has
entered an amount for “Minor Change” in the Proposal to become a part of the total Bid
by the Contractor.
1-04.5 Procedure and Protest by the contractor
The Contractor accepts all requirements of a change order by: (1) endorsing it,
(2) writing a separate acceptance, or (3) not protesting in the way this section provides.
A change order that is not protested as provided in this section shall be full payment
and final settlement of all claims for Contract time and for all costs of any kind,
including costs of delays, related to any Work either covered or affected by the change.
By not protesting as this section provides, the Contractor also waives any additional
entitlement and accepts from the Engineer any written or oral order (including directions,
instructions, interpretations, and determinations).
If in disagreement with anything required in a change order, another written order,
or an oral order from the Engineer, including any direction, instruction, interpretation, or
determination by the Engineer, the Contractor shall:
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1. Immediately give a signed written notice of protest to the Project Engineer or
the Project Engineer’s field Inspectors before doing the Work;
2. Supplement the written protest within 14-calendar days with a written
statement and supporting documents providing the following:
a. The date and nature of the protested order, direction, instruction,
interpretation or determination;
b. A full discussion of the circumstances which caused the protest, including
names of persons involved, time, duration and nature of the Work
involved, and a review of the Plans and Contract Provisions referenced
to support the protest;
c. The estimated dollar cost, if any, of the protested Work and a detailed
breakdown showing how that estimate was determined; and
d. An analysis of the progress schedule showing the schedule change
or disruption if the Contractor is asserting a schedule change or
disruption; and
e. If the protest is continuing, the information required above shall be
supplemented upon request by the Project Engineer until the protest
is resolved.
Throughout any protested Work, the Contractor shall keep complete records of extra
costs and time incurred. The Contractor shall permit the Engineer access to these and any
other records related to the protested Work as determined by the Engineer.
The Engineer will evaluate all protests provided the procedures in this section are
followed. If the Engineer determines that a protest is valid, the Engineer will adjust
payment for Work or time by an equitable adjustment in accordance with Section 1-09.4.
Extensions of time will be evaluated in accordance with Section 1-08.8. No adjustment
will be made for an invalid protest.
If the Engineer determines that the protest is invalid, that determination and the
reasons for it will be provided in writing to the Contractor. The determination will be
provided within 14-calendar days after receipt of the Contractor’s supplemental written
statement (including any additional information requested by the Project Engineer to
support a continuing protest) described in item 2 above.
If the Contractor does not accept the Engineer’s determination then the Contractor
shall pursue the dispute and claims procedures set forth in Section 1-09.11. In spite of any
protest or dispute, the Contractor shall proceed promptly with the Work as the Engineer
orders.
By failing to follow the procedures of this Section 1-04.5 and Section 1-09.11,
the Contractor completely waives any claims for protested Work.
1-04.6 Variation in Estimated Quantities
Payment to the Contractor will be made only for the actual quantities of Work
performed and accepted in conformance with the Contract. When the accepted quantity
of Work performed under a unit item varies from the original Proposal quantity, payment
will be at the unit Contract price for all Work unless the total accepted quantity of any
Contract item, adjusted to exclude added or deleted amounts included in change orders
accepted by both parties, increases or decreases by more than 25-percent from the
original Proposal quantity. In that case, payment for Contract Work may be adjusted
as described herein.
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The adjusted final quantity shall be determined by starting with the final accepted
quantity measured after all Work under an item has been completed. From this amount,
subtract any quantities included in additive change orders accepted by both parties. Then,
to the resulting amount, add any quantities included in deductive change orders accepted
by both parties. The final result of this calculation shall become the adjusted final quantity
and the basis for comparison to the original Proposal quantity.
1. Increased Quantities.
Either party to the Contract will be entitled to renegotiate the price for that
portion of the adjusted final quantity in excess of 1.25 times the original
Proposal quantity. The price for excessive increased quantities will be
determined by agreement of the parties, or, where the parties cannot agree, the
price will be determined by the Engineer based upon the actual costs to perform
the Work, including reasonable markup for overhead and profit.
2. Decreased Quantities.
Either party to the Contract will be entitled to an equitable adjustment if the
adjusted final quantity of Work performed is less than 75-percent of the original
Bid quantity. The equitable adjustment shall be based upon and limited to
three factors:
a. Any increase or decrease in unit costs of labor, materials or equipment,
utilized for Work actually performed, resulting solely from the reduction
in quantity;
b. Changes in production rates or methods of performing Work actually done
to the extent that the nature of the Work actually performed differs from
the nature of the Work included in the original plan; and
c. An adjustment for the anticipated contribution to unavoidable fixed cost
and overhead from the units representing the difference between the
adjusted final quantity and 75-percent of the original Plan quantity.
The following limitations shall apply to renegotiated prices for increases and/or
equitable adjustments for decreases:
1. The equipment rates shall be actual cost but shall not exceed the rates set
forth in the AGC/WSDOT Equipment Rental Agreement (referred to in
Section 1-09.6) that is in effect at the time the Work is performed.
2. No payment will be made for extended or unabsorbed home office overhead
and field overhead expenses to the extent that there is an unbalanced allocation
of such expenses among the Contract Bid items.
3. No payment for consequential damages or loss of anticipated profits will be
allowed because of any variance in quantities from those originally shown in
the Proposal form, Contract Provisions, and Contract Plans.
4. The total payment (including the adjustment amount and unit prices for Work
performed) for any item that experiences an equitable adjustment for decreased
quantity shall not exceed 75 percent of the amount originally Bid for the item.
If the adjusted final quantity of any item does not vary from the quantity shown in
the Proposal by more than 25-percent, then the Contractor and the Contracting Agency
agree that all Work under that item will be performed at the original Contract unit price.
When ordered by the Engineer, the Contractor shall proceed with the Work pending
determination of the cost or time adjustment for the variation in quantities.
The Contractor and the Contracting Agency agree that there will be no cost
adjustment for decreases if the Contracting Agency has entered the amount for the item in
the Proposal form only to provide a common Proposal for Bidders.
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1-04.7 Differing Site conditions (changed conditions)
During the progress of the Work, if preexisting subsurface or latent physical
conditions are encountered at the site, differing materially from those indicated in the
Contract, or if preexisting unknown physical conditions of an unusual nature, differing
materially from those ordinarily encountered and generally recognized as inherent in the
Work provided for in the Contract, are encountered at the site, the party discovering such
conditions shall promptly notify the other party in writing of the specific differing site
conditions before they are disturbed and before the affected Work is performed.
Upon written notification, the Engineer will investigate the conditions and if he/she
determines that the conditions materially differ and cause an increase or decrease in the
cost or time required for the performance of any Work under the Contract, an adjustment,
excluding loss of anticipated profits, will be made and the Contract modified in writing
accordingly. The Engineer will notify the Contractor of his/her determination whether or
not an adjustment of the Contract is warranted.
No Contract adjustment which results in a benefit to the Contractor will be allowed
unless the Contractor has provided the required written notice.
The equitable adjustment will be by agreement with the Contractor. However, if
the parties are unable to agree, the Engineer will determine the amount of the equitable
adjustment in accordance with Section 1-09.4. Extensions of time will be evaluated in
accordance with Section 1-08.8.
If the Engineer determines that different site conditions do not exist and no
adjustment in costs or time is warranted, such determination shall be final as provided in
Section 1-05.1.
If there is a decrease in the costs or time required to perform the Work, failure of
the Contractor to notify the Engineer of the differing site conditions shall not affect the
Contracting Agency’s right to make an adjustment in the costs or time.
No claim by the Contractor shall be allowed unless the Contractor has followed the
procedures provided in Section 1-04.5 and 1-09.11.
1-04.8 Progress Estimates and Payments
Engineer-issued progress estimates or payments for any part of the Work shall not
be used as evidence of performance or quantities. Progress estimates serve only as basis
for partial payments. The Engineer may revise progress estimates any time before final
acceptance. If the Engineer deems it proper to do so, changes may be made in progress
estimates and in the final estimate.
1-04.9 use of Buildings or Structures
The Engineer will decide whether any building or Structure on the Right of Way
may remain during the Work and whether the Contractor may use such a building
or Structure.
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1-04.10 use of Materials Found on the Project
With the Engineer’s written approval, the Contractor may use on the project: stone,
gravel, sand, other materials from on-site excavation, or timbers removed in the course of
the Work. Approval will not be granted if:
1. The excavated materials or timber fail to meet Contract requirements;
2. The excavated materials or timber are required for other use under the Contract;
3. The excavated materials are required for use as Selected Materials under
Section 2-03.3(10); or
4. Such use is not in the best interests of the Contracting Agency as determined
by the Engineer, whose decision shall be final as provided in Section 1-05.1.
Any material disturbed by, but not used in, the Work shall be disposed of as
provided elsewhere in the Contract or as ordered by the Engineer in accordance
with Section 1-04.4.
1-04.11 Final cleanup
The Contractor shall perform final cleanup as provided in this section to the
Engineer’s satisfaction. The Engineer will not establish the Physical Completion
Date until this is done. The Highway Right of Way, material sites, and all ground
the Contractor occupied to do the Work shall be left neat and presentable. The
Contractor shall:
1. Remove all rubbish, surplus materials, discarded materials, falsework, camp
buildings, temporary structures, equipment, and debris; and
2. Deposit in embankments, or remove from the project, all unneeded, oversized
rock left from grading, surfacing, or paving.
The Contractor shall not remove warning, regulatory, or guide signs unless the
Engineer approves.
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1-05.1 Authority of the Engineer
The Engineer shall be satisfied that all the Work is being done in accordance with the
requirements of the Contract. The Contract and Specifications give the Engineer authority
over the Work. Whenever it is so provided in this Contract, the decision of the Engineer
shall be final: provided, however, that if an action is brought within the time allowed in
this Contract challenging the Engineer’s decision, that decision shall be subject to the
scope of judicial review provided in such cases under Washington case law.
The Engineer’s decisions will be final on all questions including, but not limited to,
the following:
1. Quality and acceptability of materials and Work,
2. Measurement of unit price Work,
3. Acceptability of rates of progress on the Work,
4. Interpretation of Plans and Specifications,
5. Determination as to the existence of changed or differing site conditions,
6. Fulfillment of the Contract by the Contractor,
7. Payments under the Contract including equitable adjustment,
8. Suspension(s) of Work,
9. Termination of the Contract for default or public convenience,
10. Determination as to unworkable days, and
11. Approval of Working Drawings.
The Project Engineer represents the Engineer on the project, with full authority to
enforce Contract requirements and carry out the Engineer’s orders. If the Contractor fails
to respond promptly to the requirements of the Contract or orders from the Engineer:
1. The Project Engineer may use Contracting Agency resources, other contractors,
or other means to accomplish the Work, and
2. The Contracting Agency will not be obligated to pay the Contractor, and will
deduct from the Contractor’s payments any costs that result when any other
means are used to carry out the Contract requirements or Engineer’s orders.
At the Contractor’s risk, the Project Engineer may suspend all or part of the Work
according to Section 1-08.6.
Nothing in these Specifications or in the Contract requires the Engineer to provide
the Contractor with direction or advice on how to do the Work. If the Engineer approves
or recommends any method or manner for doing the Work or producing materials, the
approval or recommendation shall not:
1. Guarantee that following the method or manner will result in compliance with
the Contract,
2. Relieve the Contractor of any risks or obligations under the Contract, or
3. Create any Contracting Agency liability.
1-05.2 Authority of Assistants and Inspectors
The Project Engineer may appoint assistants and Inspectors to assist in determining
that the Work and materials meet the Contract requirements. Assistants and Inspectors
have the authority to reject defective material and suspend Work that is being done
improperly, subject to the final decisions of the Project Engineer or, when appropriate,
the Engineer.
Assistants and Inspectors are not authorized to accept Work, to accept materials, to
issue instructions, or to give advice that is contrary to the Contract. Work done or material
furnished which does not meet the Contract requirements shall be at the Contractor’s risk
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and shall not be a basis for a claim even if the Inspectors or assistants purport to change
the Contract.
Assistants and Inspectors may advise the Contractor of any faulty Work or materials
or infringements of the terms of the Contract; however, failure of the Project Engineer
or the assistants or Inspectors to advise the Contractor does not constitute acceptance
or approval.
1-05.3 Plans and Working Drawings
The Contract Plans are defined in Section 1-01.3. Any proposed alterations by the
Contractor affecting the requirements and information in the Contract Plans shall be in
writing and will require approval of the Engineer.
To detail and illustrate the Work, the Engineer may furnish to the Contractor
additional plans and explanations consistent with the original plans. The Contractor shall
perform the Work according to these additional plans and explanations.
The Contractor shall submit supplemental Working Drawings as required for the
performance of the Work. Except as noted, all drawings and other submittals shall be
delivered directly to the Project Engineer. The drawings shall be on sheets measuring
22 by 34-inches, 11 by 17-inches, or on sheets with dimensions in multiples of 8½ by
11-inches. The drawings shall be provided far enough in advance of actual need to
allow for the review process by the Contracting Agency or other agencies. This may
involve resubmittals because of revisions or rejections. Unless otherwise stated in the
Contract, the Engineer will require up to 30-calendar days from the date the submittals
or resubmittals are received until they are sent to the Contractor. After a plan or drawing
has been approved and returned to the Contractor, all changes that the Contractor
proposes shall be submitted to the Project Engineer for review and approval. This time
will increase if the drawings submitted do not meet the Contract requirements or contain
insufficient details.
If more than 30-calendar days are required for the Engineer’s review of any
individual submittal or resubmittal, an extension of time will be considered in accordance
with Section 1-08.8.
The Contractor shall obtain the Engineer’s written approval of the drawings before
proceeding with the Work they represent. This approval shall neither confer upon the
Contracting Agency nor relieve the Contractor of any responsibility for the accuracy of
the drawings or their conformity with the Contract. The Contractor shall bear all risk and
all costs of any Work delays caused by nonapproval of these drawings or plans.
Unit Bid prices shall cover all costs of Working Drawings.
1-05.4 conformity With and Deviations From Plans and Stakes
The Special Provisions may require that the Contractor be contractually responsible
for part or all of the project surveying. For survey requirements not the responsibility of
the Contractor, the Engineer will lay out and set construction stakes and marks needed
to establish the lines, grades, slopes, cross-sections, and curve superelevations. These
stakes and marks will govern the Contractor’s Work. The Contractor shall take full
responsibility for detailed dimensions, elevations, and slopes measured from them.
All Work performed shall be in conformity with the lines, grades, slopes, cross
sections, superelevation data, and dimensions as shown in the Plans, or as staked. If the
Plans, Special Provisions, or these Specifications, state specific tolerances, then the Work
shall be performed within those limits. The Engineer’s decision on whether the Work is in
conformity shall be final, as provided in Section 1-05.1.
The Contractor shall not deviate from the approved Plans and Working Drawings
unless the Engineer approves in writing.
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When the Contracting Agency is responsible for roadway surveying, and the
Contractor trims the Subgrade with an automatic machine guided by reference lines, the
Engineer will set control stakes for line and grade only once after grading is complete.
To gain better control with unusual pavement widths or for other reasons, the Engineer
may set more control stakes without added cost to the Contractor. The Contractor shall
set reference lines from these control stakes for trimming Subgrade, for surfacing, and for
controlling the paving machines.
The Contractor shall work to preserve stakes, marks, and monuments set by the
Engineer. The Contracting Agency will deduct from payments due the Contractor all
costs to replace such stakes, marks, and monuments carelessly or willfully damaged or
destroyed by the Contractor’s operation.
The Contractor shall provide enough safe areas to permit the Engineer to set those
points and elevations that are the responsibility of the Contracting Agency and to perform
random checks of the surveying performed by the Contractor.
The Contractor shall keep the Engineer informed of staking requirements to provide
the Engineer with adequate time to set the stakes for which the Contracting Agency is
responsible. Contractor requests for stakes shall be made at least three working days
before the Engineer needs to begin the staking operation.
1-05.5 Vacant
1-05.6 Inspection of Work and Materials
The Engineer may inspect all Work and materials for conformity with Contract
terms. To ensure the Engineer’s safety and access during these inspections, the Contractor
shall provide any equipment needed, such as walkways, railings, ladders, and platforms.
When the Engineer requests, the Contractor shall (without charge) provide samples
of materials used or to be used in the Work. If the Contractor uses materials tested and
approved for one project in an unrelated project, the Contracting Agency may deduct its
testing and inspection costs from payments due the Contractor. The Engineer may order
the Contractor to remove and replace, and bear the cost of doing so, any materials used
without inspection.
Any inspections, tests, measurements, or other actions by Contracting Agency
employees serve only one purpose: to assure the Engineer that Work, materials, progress
rate, and quantities comply with Contract terms. Such work by Contracting Agency
employees shall not relieve the Contractor from doing any Contract-assigned Work or
from determining whether Contract requirements are being met. The Contractor shall
correct any substandard Work or materials. The Engineer will reject unsuitable Work or
materials even though inspected or paid for in a progress estimate.
If the Engineer requests, then the Contractor shall remove or uncover any area of
the completed Work. After the Engineer inspects it, the Contractor shall restore the area
to the standard the Contract requires. The Contractor shall bear the cost of uncovering,
removing, and restoring the exposed Work: (a) if it proves unacceptable, or (b) if it
was placed without authority or without due notice to the Engineer. The Contracting
Agency will pay these costs by agreed price or by force account if the Work proves to be
acceptable and the Contractor had performed the original Work with the authority of and
due notice to the Engineer.
The Contractor, if advised to do so by the Engineer, shall permit representatives
from other agencies to inspect the Work when it is to be done:
1. On any railroad, utility, or facility of a public agency; or
2. To the satisfaction of any federal, state, or municipal agency.
In any crushing or screening operation, the Contractor shall provide and install a
mechanical sampler that:
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1. Is automatic or semi-automatic;
2. Can safely and easily obtain representative samples of the materials being
produced;
3. Can convey the samples to ground level in Contracting Agency-provided sacks;
4. Moves at an even rate through the full width of the materials stream falling
from the discharge end of the belt, gate, or chute;
5. Is power driven during the material intercept cycle; and
6. Can be adjusted to take samples of about 100-pounds as often as the
Engineer requires.
No material from the crushing or screen operation will be accepted until after
the Engineer has approved the design and operation of the sampling equipment. The
Contractor shall bear all costs of providing the sampling equipment, the power to operate
it, and the space for its use.
1-05.7 Removal of Defective and unauthorized Work
The Contracting Agency will not pay for unauthorized or defective Work.
Unauthorized or defective Work includes: Work and materials that do not conform
to Contract requirements; Work done beyond the lines and grades set by the Plans or
the Engineer; and extra Work and materials furnished without the Engineer’s written
approval. At the Engineer’s order, the Contractor shall immediately remedy, remove,
replace, or dispose of unauthorized or defective Work or materials and bear all costs
of doing so.
1-05.8 Vacant
1-05.9 Equipment
At the Engineer’s request, the Contractor shall provide an operating and
maintenance manual for each model or type of mixing, placing, or processing equipment
before using it in the Work. The Contractor shall also provide test instruments to
confirm whether the equipment meets operating requirements, such as vibration rate,
revolutions-per-minute, or any other requirements.
The Contract may require automatically controlled equipment for some operations.
If the automatic controls on such equipment fail, then the Contractor may operate the
equipment manually for the remainder of that normal working day, provided the method
of operation produces results otherwise meeting the Specifications. Continued operation
of the equipment manually beyond this working day will be permitted only by specific
authorization of the Engineer.
The Engineer will reject equipment that repeatedly breaks down or fails to produce
results within the required tolerances. The Contractor shall have no claim for additional
payment or for extension of time due to rejection and replacement of any equipment.
1-05.10 Guarantees
The Contractor shall furnish to the Contracting Agency any guarantee or warranty
furnished as a customary trade practice in connection with the purchase of any
equipment, materials, or items incorporated into the project.
1-05.11 Final Inspection
The Engineer will not make the final inspection until the physical Work required
by the Contract, including final cleanup and all extra Work ordered by the Engineer, has
been completed. The Physical Completion Date for the Contract will be determined as
provided in Section 1-08.5.
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1-05.12 Final Acceptance
The Contractor must perform all the obligations under the Contract before a
Completion Date and final acceptance can occur. Failure of the Contractor to perform all
the obligations under the Contract shall not bar the Contracting Agency from unilaterally
accepting the Contract as provided in Section 1-09.9. The Secretary accepts the
completed Contract and the items of Work shown in the final estimate by signature of the
Final Contract Voucher Certification. The date of that signature constitutes the acceptance
date. Progress estimates or payments shall not be construed as acceptance of any Work
under the Contract.
The Contractor agrees that neither completion nor final acceptance shall relieve
the Contractor of the responsibility to indemnify, defend, and protect the Contracting
Agency against any claim or loss resulting from the failure of the Contractor (or
the Subcontractors or lower tier subcontractors) to pay all laborers, mechanics,
Subcontractors, materialpersons, or any other person who provides labor, supplies, or
provisions for carrying out the Work or for any payments required for unemployment
compensation under Title 50 RCW or for industrial insurance and medical aid required
under Title 51 RCW.
Final acceptance shall not constitute acceptance of any unauthorized or defective
work or material. The Contracting Agency shall not be barred from requiring the
Contractor to remove, replace, repair, or dispose of any unauthorized or defective work or
material or from recovering damages for any such work or material.
1-05.13 Superintendents, labor, and Equipment of contractor
At all times, the Contractor shall keep at the Work site a set of the Plans,
Specifications, Special Provisions, and Addenda. The Contractor shall devote the
attention required to make reasonable progress on the Work and shall cooperate fully with
the Engineer and Inspectors.
Either the Contractor in person or an authorized representative shall remain on site
whenever the Work is underway. Before the Work begins, the Contractor shall name
in writing an experienced superintendent who understands the Contract and is able to
supervise the Work. This superintendent shall have full authority to represent and act for
the Contractor. Any superintendent who repeatedly fails to follow the Engineer’s written
or oral orders, directions, instructions, or determinations, shall be subject to removal from
the project. Upon the written request of the Engineer, the Contractor shall immediately
remove such superintendent and name a replacement in writing.
Competent supervisors experienced in the task being performed shall continuously
oversee the Contract Work. At the Engineer’s written request, the Contractor shall
immediately remove and replace any incompetent, careless, or negligent employee.
Noncompliance with the Engineer’s request to remove and replace personnel at any
level shall be grounds for terminating the Contract under the terms of Section 1-08.10.
The Contractor shall keep all machinery and equipment in good, workable condition.
It shall be adequate for its purpose and used by competent operators.
The Engineer will rate the Contractor’s performance and Contract compliance in
these categories:
1. Progress of Work,
2. Quality of Work,
3. Equipment,
4. Administration/Management/Supervision, and
5. Coordination and Control of Subcontractors.
Whenever the Contracting Agency evaluates the Contractor’s prequalification under
RCW 47.28.070, it will take these reports into account.
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1-05.13(1) Emergency contact list
The Contractor shall submit an Emergency Contact List to the Engineer no later
than five calendar days after the date the Contract is executed. The list shall include, at a
minimum, the Prime Contractor’s Project Manager, or equivalent, the Prime Contractor’s
Project Superintendent and the Traffic Control Supervisor. The list shall identify a
representative with delegated authority to act as the emergency contact on behalf of
the Prime Contractor and include one or more alternates. The emergency contact shall
be available upon the Engineer’s request at other than normal working hours. The
Emergency Contact List shall include 24-hour telephone numbers for all individuals
identified as emergency contacts or alternates.
1-05.14 cooperation With Other contractors
The Contracting Agency may perform other work at or near the site, including any
material site, with other forces than those of the Contractor. This work may be done
with or without a contract. If such work takes place within or next to this project, the
Contractor shall cooperate with all other contractors or forces. The Contractor shall carry
out Work under this project in a way that will minimize interference and delay for all
forces involved. The Engineer will resolve any disagreements that may arise among the
contractors or the Contractor and the Contracting Agency over the method or order of
doing the Work. The Engineer’s decision in these matters shall be final, as provided in
Section 1-05.1.
The coordination of the Work shall be taken into account by the Contractor as part
of the site investigation in accordance with Section 1-02.4 and any resulting costs shall be
incidental and included within the unit Bid prices in the Contract.
1-05.15 Method of Serving Notices
Any written notice to the Contractor required under these Specifications may be
served on the Contractor either personally or by mailing or by delivery to the last post
office address known to the Engineer.
All correspondence from the Contractor shall be directed to the Project Engineer.
2010 Standard Specifications M 41-10 Page 1-33
cONTROl OF MATERIAl 1-06
1-06 cONTROl OF MATERIAl
1-06.1 Approval of Materials Prior To use
Prior to use, the Contractor shall notify the Engineer of all proposed materials.
The Contractor shall use the Qualified Product List (QPL), the Aggregate Source
Approval (ASA) Database, or the Request for Approval of Material (RAM) form.
All equipment, materials, and articles incorporated into the permanent Work:
1. Shall be new, unless the Special Provisions or Standard Specifications permit
otherwise;
2. Shall meet the requirements of the Contract and be approved by the Engineer;
3. May be inspected or tested at any time during their preparation and use; and
4. Shall not be used in the Work if they become unfit after being previously
approved.
1-06.1(1) Qualified Products List (QPL)
The QPL is a listing of manufactured products that have been evaluated and
determined suitable for use in Highway construction.
If the Contractor elects to use the QPL, the most current list available at the time the
product is proposed for use, shall be used. The QPL submittal shall be prepared by the
Contractor in accordance with the instructions in the QPL and submitted to the Engineer
prior to use.
The QPL identifies the approved products, the applicable Specification section, and
the basis for acceptance at the project level. The listing is divided into two categories,
“Approved” and “Conditionally Approved”. “Approved” products are denoted with
an “A”. Those products may be accepted without additional sampling. “Conditionally
Approved” products are denoted with a “CA”. The acceptance and use of these products
is based upon additional job sampling and/or documentation. All additional acceptance
actions need to be completed prior to the material being incorporated into the Work.
The Contractor shall advise the Engineer of the intended items for use from the QPL
by reference to the Contract Bid item.
The use of listed products shall be restricted to the Standard Specification for
which they are listed and fulfillment of the acceptance requirement defined in the
QPL. Qualified products not conforming to the Specifications, not fulfilling the
acceptance requirements, or improperly handled or installed, shall be replaced at the
Contractor’s expense.
To qualify for continued listing on the QPL, products may be sampled and tested for
conformance to the Standard Specifications. The Contracting Agency reserves the right to
make revisions to the QPL at any time.
If there is a conflict between the QPL and the Contract, the provisions of the
Contract shall take precedence over the QPL.
The current QPL can be accessed on-line at www.wsdot.wa.gov/biz/mats/QPL/QPL.cfm
Page 1-34 2010 Standard Specifications M 41-10
1-06 cONTROl OF MATERIAl
1-06.1(2) Request for Approval of Material (RAM)
The RAM shall be used when the Contractor elects not to use the QPL or the
material is not listed in the QPL. The RAM shall be prepared by the Contractor in
accordance with the instructions on the form (DOT 350-071) and submitted to the
Engineer for approval before the material is incorporated into the Work.
Approval of the material does not constitute acceptance of the material for
incorporation into the Work.
Additional acceptance actions as noted on the RAM need to be completed prior to
the materials being incorporated into the Work.
When requesting approval of an item that requires fabrication, both the fabricator
and the manufacturer of the base material shall be identified on the RAM.
1-06.1(3) Aggregate Source Approval (ASA) Database
The ASA is a database containing the results of WSDOT preliminary testing of
aggregate sources. This database is used by the Contracting Agency to indicate the
approval status of these aggregate sources for applications that require preliminary testing
as defined in the Contract. The ASA ‘Aggregate Source Approval Report’ identifies the
currently approved applications for each aggregate source listed. The acceptance and use
of these aggregates is contingent upon additional job sampling and/or documentation.
Aggregates approved for applications on the ASA ‘Aggregate Source Approval
Report’ not conforming to the Specifications, not fulfilling the acceptance requirements,
or improperly handled or installed, shall be replaced at the Contractor’s expense.
Aggregate materials that are not approved for use in the ASA data base may be
sampled and tested by the Agency, for a specified use on a project, from the source or
from a processed stockpile of the material.
For questions regarding the approval status of an aggregate source, contact the
WSDOT Regional Materials Engineer for the Region the source is located in. The
Contracting Agency reserves the right to make revisions to the ASA database at anytime.
If there is a conflict between the ASA database and the Contract, then the Contract
shall take precedence over the ASA database in accordance with Section 1-04.2. The ASA
database can be accessed on-line at www.wsdot.wa.gov/biz/mats/ASA.
2010 Standard Specifications M 41-10 Page 1-35
cONTROl OF MATERIAl 1-06
1-06.2 Acceptance of Materials
1-06.2(1) Samples and Tests for Acceptance
The Contractor shall deliver representative samples (from the Contractor, Producer,
or Fabricator) to the Engineer without charge before incorporating material into the Work.
In providing samples, the Contractor shall provide the Engineer with sufficient time and
quantities for testing before use. The Engineer may require samples at any time. Samples
not taken by or in the presence of the Engineer will not be accepted for test, unless the
Engineer permits otherwise.
The Contractor shall designate specific Contractor employees as points of contact
for concrete testing and acceptance. Alternates shall be designated to ensure that direct
contact is maintained during concrete placement. If designated by the Contractor to the
Engineer, the concrete supplier will receive all 28-day concrete strength test results.
The Project Engineer will designate specific Contracting Agency employees as
points of contact for concrete testing and acceptance.
The Contractor may observe any of the sampling and testing performed by the
Engineer. If the Contractor observes a deviation from the specified sampling and testing
procedures, the Contractor shall verbally described the deviations observed to the
Engineer or designated representative immediately, and shall confirm these observed
deviations in writing to the Engineer within 24-hours, referencing the specific procedures
and steps. The Engineer will respond in writing within 3 working days of the receipt of
the Contractor’s written communications.
All field and Laboratory materials testing by the Engineer will follow methods
described in Contract documents, or in the Washington State Department of
Transportation Materials Manual, using qualified testing personnel and calibrated or
verified equipment. The standard or tentative standard in effect on the Bid advertising
date will apply in each case.
Revisions to the Washington State Department of Transportation Materials Manual
or revisions to other Specifications or test methods such as AASHTO, ASTM, or Federal
Specifications will be considered as in effect 60 calendar days after publication.
Page 1-36 2010 Standard Specifications M 41-10
1-06 cONTROl OF MATERIAl
1-06.2(2) Statistical Evaluation of Materials for Acceptance
1-06.2(2)A General
Where specified, acceptance sampling and testing will be performed by the
Contracting Agency and statistically evaluated for acceptance by the provisions of this
subsection. All test results for a lot will be analyzed collectively and statistically by
the quality level analysis procedures shown at the end of this subsection to determine
the total percent of the lot that is within Specification limits and to determine an
appropriate pay factor. Lots and sublots are defined in the appropriate subsection of these
Specifications for the material being statistically evaluated.
Quality level analysis is a statistical procedure for determining the percent
compliance of the material with these Specifications. Quality level is the computed
percent of material meeting these Specifications and is determined from the arithmetic
mean, (Xm), and the sample standard deviation (S), for each constituent of the lot.
Any necessary rounding off of test results or calculations will be accomplished
according to the individual testing procedure, or, if not defined in the procedure then
accomplished according to the following rule:
1. The final significant digit will not be changed when the succeeding digit is less
than 5.
2. The final significant digit will be increased by one when the succeeding digit is
5 or greater.
2010 Standard Specifications M 41-10 Page 1-37
cONTROl OF MATERIAl 1-06
Table 1Estimated Percent of Work Within Specification LimitsEstimated Percent Within Specification Limits(PU or PL)Upper Quality Index QU or Lower Quality Index QLn=3 n=4 n=5 n=6 n=7 n=8 n=9n=10 to n=11n=12 to n=14n=15 to n=17n=18 to n=22n=23 to n=29n=30 to n=42n=43 to n=66n=67 to ∞10099989796951.16--1.15-1.141.491.461.431.401.371.341.721.641.581.521.471.421.881.751.661.591.521.471.991.821.721.631.561.492.071.881.751.661.581.512.131.911.781.681.601.522.201.961.811.711.621.542.282.011.841.731.641.552.342.041.871.751.651.562.392.071.891.761.661.572.442.091.911.781.671.582.482.121.931.791.681.592.512.141.941.801.691.592.562.161.951.811.701.609493929190-1.131.121.111.101.311.281.251.221.191.381.331.291.251.211.411.361.311.271.231.431.381.331.281.231.451.391.331.281.241.461.401.341.291.241.471.411.351.291.241.481.411.351.301.251.491.421.361.301.251.501.431.361.301.251.501.431.371.311.251.511.441.371.311.251.511.441.371.311.261.521.441.381.311.2689888786851.091.071.061.041.031.161.131.101.071.041.181.141.101.071.031.181.141.101.071.031.191.151.101.071.031.191.151.101.061.031.191.151.101.061.021.191.151.101.061.021.201.151.111.061.021.201.151.111.061.021.201.151.111.061.021.201.151.111.061.021.201.151.111.061.021.201.151.111.061.021.201.151.111.061.0284838281801.010.990.970.950.931.010.980.950.920.891.000.970.930.900.870.990.960.920.890.860.990.950.920.880.850.990.950.920.880.850.990.950.910.880.840.980.950.910.870.840.980.940.910.870.840.980.940.910.870.830.980.940.900.870.830.980.940.900.870.830.980.940.900.870.830.980.940.900.870.830.980.940.900.870.8379787776750.910.880.860.830.810.860.830.800.770.740.840.810.770.740.710.820.790.760.730.700.820.790.750.720.690.810.780.750.720.690.810.780.740.710.680.810.770.740.710.680.800.770.740.700.670.800.770.730.700.670.800.760.730.700.670.800.760.730.700.670.800.760.730.700.670.800.760.730.700.670.790.760.730.700.66(Continued)
Page 1-38 2010 Standard Specifications M 41-10
1-06 cONTROl OF MATERIAl
Estimated Percent Within Specification Limits(PU or PL)Upper Quality Index QU or Lower Quality Index QLn=3 n=4 n=5 n=6 n=7 n=8 n=9n=10 to n=11n=12 to n=14n=15 to n=17n=18 to n=22n=23 to n=29n=30 to n=42n=43 to n=66n=67 to ∞74737271700.780.750.730.700.670.710.680.650.620.590.680.650.620.590.560.670.640.610.580.550.670.630.600.570.540.650.620.590.570.540.650.620.590.560.530.650.620.590.560.530.640.610.580.550.520.640.610.580.550.520.640.610.580.550.520.640.610.580.550.520.640.610.580.550.520.640.610.580.550.520.630.600.570.540.5269686766650.640.610.580.550.510.560.530.500.470.440.530.500.470.450.420.520.490.460.430.400.510.480.450.430.400.510.480.450.420.390.500.480.450.420.390.500.470.440.420.390.500.470.440.410.380.490.470.440.410.380.490.460.440.410.380.490.460.430.410.380.490.460.430.410.380.490.460.430.410.380.490.460.430.400.3864636261600.480.450.410.380.340.410.380.350.300.280.390.360.330.300.280.380.350.320.300.250.370.340.320.290.250.370.340.310.280.250.360.340.310.280.250.360.330.310.280.250.360.330.300.280.250.360.330.300.280.250.350.330.300.280.250.350.330.300.280.250.350.330.300.280.250.350.330.300.280.250.350.320.300.280.2559585756550.310.300.250.200.180.270.250.200.180.150.250.230.180.160.130.230.200.180.150.130.230.200.180.150.130.230.200.180.150.130.230.200.180.150.130.230.200.180.150.130.230.200.180.150.130.230.200.180.150.130.230.200.180.150.130.230.200.180.150.130.230.200.180.150.130.230.200.180.150.130.230.200.180.150.1354535251500.150.100.080.050.000.130.100.050.030.000.100.080.050.030.000.100.080.050.030.000.100.080.050.030.000.100.080.050.030.000.100.080.050.030.000.100.080.050.030.000.100.080.050.030.000.100.080.050.030.000.100.080.050.030.000.100.080.050.030.000.100.080.050.030.000.100.080.050.030.000.100.080.050.030.00Table 1Estimated Percent of Work Within Specification Limits (continued)
2010 Standard Specifications M 41-10 Page 1-39
cONTROl OF MATERIAl 1-06
Table 2Pay FactorsPAY FACTORMinimum Required Percent of Work Within Specification Limits for a Given Factor (PU + PL) – 100Category n=3 n=4 n=5 n=6 n=7 n=8 n=9n=10 to n=11n=12 to n=14n=15 to n=17n=18 to n=22n=23 to n=29n=30 to n=42n=43 to n=66n=67 to ∞1.051.041.031.021.01 100 100 1001009998100989795100999694921009794918910095928987100969390881009693918910096949290100979593911009795939210097969492100979694931.000.990.980.970.966966646361757270686778767472708078767472828078767483817977758482807876858381797886848281798785848281888685838289878684839089878684919088878692919088870.950.940.930.920.915958575554656362605968676563627169676664727169686674727169687573727069767573727078767573727978767574807978767582807978768382807978848382817986858482810.900.890.880.870.86535150494857565553526159585755636260595865636261596665646261676665636269686665647169686766727170686774727170697574737170777574737278777675748079787776Note: If the value of (PU + PL) - 100 does not correspond to a (PU + PL) - 100 value in this table, use the next smaller (PU + PL) - 100 value. (Continued)0.850.840.830.820.81464544434151494847465453515049565554535158575654536058575655616058575662616059586463626159666564626167666564636968676664717069676672717069687573727170(Continued)
Page 1-40 2010 Standard Specifications M 41-10
1-06 cONTROl OF MATERIAl
PAY FACTORMinimum Required Percent of Work Within Specification Limits for a Given Factor (PU + PL) – 100Category n=3 n=4 n=5 n=6 n=7 n=8 n=9n=10 to n=11n=12 to n=14n=15 to n=17n=18 to n=22n=23 to n=29n=30 to n=42n=43 to n=66n=67 to ∞0.850.840.830.820.814645444341514948474654535150495655545351585756545360585756556160585756626160595864636261596665646261676665646369686766647170696766727170696875737271700.800.790.780.770.760.75403938363533444342413938484645444342504948464544525150484746545251504948555452515049565554535251585756555453605958575654626159585756636261605958656463626160676665646362696867666564RE JECT323028272537363433324039383736434241393845444342404745444342484746454349484746455250494847535251504955545352515756555352595756555460595857566362616059Values Less Than Those Shown AboveReject Quality Levels Less Than Those Specified for a 0.75 Pay FactorNote: If the value of (PU + PL) - 100 does not correspond to a (PU + PL) - 100 value in this table, use the next smaller (PU + PL) - 100 value.Table 2Pay Factors (continued)
2010 Standard Specifications M 41-10 Page 1-41
cONTROl OF MATERIAl 1-06
1-06.2(2)B Financial Incentive
As an incentive to produce superior quality material, a pay factor greater than
1.00 may be obtained with the maximum pay factor being 1.05. A lot containing non-
Specification material will be accepted provided the Composite Pay Factor reaches the
minimum value specified elsewhere. A lot containing non-Specification material which
fails to obtain at least the specified minimum Composite Pay Factor will be rejected by
the Engineer. The Engineer will take one or more of the following actions when rejected
material has been incorporated into the Work:
1. Require complete removal and replacement with Specification material at no
additional cost to the Contracting Agency.
2. At the Contractor’s written request, allow corrective work at no additional cost
to the Contracting Agency and then an appropriate price reduction that may
range from no reduction to no payment.
3. At the Contractor’s written request, allow material to remain in place with
an appropriate price reduction that may range from a designated percentage
reduction to no payment.
Any lot for which at least 3 samples have been obtained, and all of the test results
meet one of the appropriate criteria listed below, will receive at least a 1.00 Composite
Pay Factor:
1. All test results are within the allowable limits specified for the item, or
2. All test results that only have a lower Specification limit are greater than or
equal to that limit, or
3. All test results that only have an upper Specification limit are less than or equal
to that limit.
Computation of the quality level in these instances will be for determining the
amount of any bonus that might be warranted.
Lots represented by less than 3 samples or unsampled lots will be exempt from
statistical based acceptance.
1-06.2(2)c Removed and Rejected Materials
The Contractor may, prior to sampling, elect to remove any defective material and
replace it with new material at no expense to the Contracting Agency. Any such new
material will be sampled, tested, and evaluated for acceptance as a part of the sublot in
accordance with this statistical sampling and testing procedure.
The Engineer may reject a sublot that tests show to be defective. Such rejected
material shall not be used in the Work, and the results of tests run on the rejected material
will not be included in the original lot acceptance tests.
1-06.2(2)D Quality level Analysis
1-06.2(2)D1 General
The quality level calculations for HMA and other materials are completed using the
formulas in Section 1-06.2(2)D4. For HMA, the definition of the “x” value used in the
calculations and the definition of the upper and lower specification limit are in Section
1-06.2(2)D2. For other materials, the definition of the “x” value used in the calculations
and the definition of the upper and lower specification limit are in Section 1-06.2(2)D3.
All other terms and variables are the same for all calculations.
1-06.2(2)D2 hot Mix Asphalt
x = difference between an individual test value and the job mix formula (JMF)
USL = maximum allowable limit in Section 9-03.8(7)
LSL = minimum allowable limit in Section 9-03.8(7)
Page 1-42 2010 Standard Specifications M 41-10
1-06 cONTROl OF MATERIAl
1-06.2(2)D3 Other Materials
x = individual test value
USL = upper specification limit
LSL = lower specification limit
1-06.2(2)D4 Quality level calculation
The procedures for determining the quality level and pay factors for a material are
as follows:
1. Determine the arithmetic mean, Xm, for each specified material constituent:
n
xXm
¦
2
1
22
1nn
xxnS »»
¼
º
««
¬
ª
¦¦
S
LSLXQmL
S
XUSLQ mu
¦
i
ii2211
f
PFfPFfPFfCPF
if
jto1i
where: ∑ = summation of x
n = total number test values
2. Compute the sample standard deviation, “S”, for each constituent:n
xXm
¦
2
1
22
1nn
xxnS »»
¼
º
««
¬
ª
¦¦
S
LSLXQmL
S
XUSLQ mu
¦
i
ii2211
f
PFfPFfPFfCPF
if
jto1i
where:
n
xXm
¦
2
1
22
1nn
xxnS »»
¼
º
««
¬
ª
¦¦
S
LSLXQmL
S
XUSLQ mu
¦
i
ii2211
f
PFfPFfPFfCPF
if
jto1i
= summation of the squares of individual test values
n
xXm
¦
2
1
22
1nn
xxnS »»
¼
º
««
¬
ª
¦¦
S
LSLXQmL
S
XUSLQ mu
¦
i
ii2211
f
PFfPFfPFfCPF
if
jto1i
= summation of the individual test values squared
3. Compute the upper quality index, (QU), for each constituent:
n
xXm
¦
2
1
22
1nn
xxnS »»
¼
º
««
¬
ª
¦¦
S
LSLXQmL
S
XUSLQ mu
¦
i
ii2211
f
PFfPFfPFfCPF
if
jto1i
4. Compute the lower quality index, (QL), for each constituent:
n
xXm
¦
2
1
22
1nn
xxnS »»
¼
º
««
¬
ª
¦¦
S
LSLXQmL
S
XUSLQmu
¦
i
ii2211
f
PFfPFfPFfCPF
if
jto1i
5. For each constituent determine PU (the percent within the upper Specification
limit which corresponds to a given QU) from Table 1. If USL is 100.00 percent
or is not specified, PU will be 100. For negative values of QU, PU (e.g. N =15
and Qu =-0.5 will result in Pu =30) is equal to 100 minus the table PU. If the
value of QU does not correspond exactly to a figure in the table, use the next
higher value.
6. For each constituent determine PL (the percent within the lower Specification
limit which corresponds to a given QL) from Table 1. If LSL is zero or not
specified, PL will be 100. For negative values of QL, PL is equal to 100 minus the
table PL. If the value of QL does not correspond exactly to a figure in the table,
use the next higher value.
7. For each constituent determine the quality level (the total percent within
Specification limits):
Quality Level = (PU + PL) - 100
8. Using the quality level from step 7, determine the pay factor (PFi) from Table 2
for each constituent tested.
9. Determine the Composite Pay Factor (CPF) for each lot.
1-06.2(2)cRemoved and Rejected Materials
The Contractor may, prior to sampling, elect to remove any defective material and replace it with new material at
no expense to the Contracting Agency. Any such new material will be sampled, tested, and evaluated for acceptance as
a part of the sublot in accordance with this statistical sampling and testing procedure.
The Engineer may reject a sublot that tests show to be defective. Such rejected material shall not be used in the
Work, and the results of tests run on the rejected material will not be included in the original lot acceptance tests.
1-06.2(2)DQuality level Analysis
Procedures for determining the quality level and pay factors for a material are as follows:
1. Determine the arithmetic mean, (Xm), of the test results for each specified material constituent:
where: =summation of
x =individual test value
n =total number test values
2. Compute the sample standard deviation, “S”, for each constituent:
where: =summation of the squares of individual test values
=summation of the individual test values squared
3. Compute the upper quality index, (QU), for each constituent:
where: USL (upper Specification limit)= target value plus allowable
tolerance
4. Compute the lower quality index, (QL), for each constituent:
where: LSL (lower Specification limit)= target value minus allowable
tolerance
5. For each constituent determine PU (the percent within the upper Specification limit which corresponds to a
given QU) from Table 1. Note: If a USL is 100.00 percent or is not specified, PU will be 100.
Note:For negative values of QU, PU is equal to 100 minus the table PU. If the value of QU does not
correspond exactly to a figure in the table, use the next higher value.
6. For each constituent determine PL (the percent within the lower Specification limit which corresponds to a
given QL) from Table 1. Note: If a LSL is zero or not specified, PL will be 100.
Note:For negative values of QL, PL is equal to 100 minus the table PL.
If the value of QL does not correspond exactly to a figure in the table, use the next higher value.
7. For each constituent determine the quality level (the total percent within Specification limits):
Quality Level = (PU + PL) - 100
8. Using the quality level from step 7, determine the pay factor (PF) from Table 2 for each constituent tested.
9. Determine the Composite Pay Factor (CPF) for each lot.
CPF = f1(PF1) + f2(PF2) + + fi(PFi)¦fi
i = 1 to j
where: fi = price adjustment factor listed in these
Specifications for the applicable material
j = number of constituents being evaluated
where: fi = price adjustment factor listed in these
Specifications for the applicable material
j = number of constituents being evaluated
2010 Standard Specifications M 41-10 Page 1-43
cONTROl OF MATERIAl 1-06
1-06.3 Manufacturer’s Certificate of Compliance
When authorized by these Specifications or the Special Provisions and prior to use,
the Engineer may accept certain materials on the basis of a Manufacturer’s Certificate of
Compliance as an alternative to material inspection and testing.
The Contractor may request, in writing, authority from the Engineer to install
such materials prior to submitting the required certification; however, no payment will
be made for the Work in the absence of an acceptable Manufacturer’s Certificate of
Compliance. The Contracting Agency reserves the right to deny the request for good
cause. If for any reason the Contractor has not provided an acceptable Manufacturer’s
Certificate of Compliance by the Physical Completion Date established by Section
1-08.5, the Contracting Agency will assess the usefulness of the installed material. At
the Engineer’s discretion, the Contracting Agency will either require replacement of the
material by the Contractor at no expense to the Contracting Agency or process the final
payment as provided by Section 1-09.9 without paying for the materials or any portion of
the Work performed to install the materials provided on such a basis. The unit Contract
prices for the Work shall be used to determine the amount to be withheld. Where unit
Contract prices do not exist, as in a lump sum item, the amount to be withheld shall be an
equitable adjustment, covering labor, equipment and materials, determined in accordance
with Section 1-09.4.
The Manufacturer’s Certificate of Compliance must identify the manufacturer, the
type and quantity of material being certified, the applicable Specifications being affirmed,
and the signature of a responsible corporate official of the manufacturer and include
supporting mill tests or documents. A Manufacturer’s Certificate of Compliance shall be
furnished with each lot of material delivered to the Work and the lot so certified shall be
clearly identified in the certificate.
All materials used on the basis of a Manufacturer’s Certificate of Compliance may
be sampled and tested at any time. Any material not conforming to the requirements will
be subject to rejection whether in place or not. The Contracting Agency reserves the right
to refuse to accept materials on the basis of a Manufacturer’s Certificate of Compliance.
1-06.4 handling and Storing Materials
In storage and handling, the Contractor shall protect materials against damage from
careless handling, from exposure to weather, from mixture with foreign matter, and from
all other causes. The Engineer will reject and refuse to test materials improperly handled
or stored.
The Contractor shall repair, replace, or make good all Contracting Agency-provided
materials that are damaged or lost due to the Contractor’s operation or while in the
Contractor’s possession, at no expense to the Contracting Agency.
1-06.5 Owners Manuals and Operating Instructions
For equipment and materials that are permanently incorporated in the Work,
the Contractor shall provide to the Project Engineer all owners manuals and operating
instructions furnished by the equipment or material manufacturer.
1-06.6 Vacant
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1-07.1 laws to be Observed
The Contractor shall always comply with all Federal, State, tribal or local laws,
ordinances, and regulations that affect Work under the Contract. The Contractor shall
indemnify, defend, and save harmless the State (including the Governor, Commission,
Secretary, and any agents, officers, and employees) against any claims that may
arise because the Contractor (or any employee of the Contractor or Subcontractor or
materialperson) violated a legal requirement.
The Contractor shall be responsible to immediately report to the Engineer any
deviation from the contract provisions pertaining to environmental compliance, including
but not limited to spills, unauthorized fill in waters of the State including wetlands, water
quality standards, noise, air quality, etc.
The Contractor shall be responsible for the safety of all workers and shall comply
with all appropriate state safety and health standards, codes, rules, and regulations,
including, but not limited to, those promulgated under the Washington Industry Safety
and Health Act RCW Chapter 49.17 (WISHA) and as set forth in Title 296 WAC
(Department of Labor and Industries). The Contractor shall likewise be obligated to
comply with all federal safety and health standards, codes, rules, and regulations that may
be applicable to the Contract Work.
U.S. Mine Safety and Health Administration rules apply when the project includes
pit or quarry operations. Among other actions, these regulations require the Contractor
to notify the nearest Mine Safety and Health sub district office (1) of the project before
it begins, (2) of the starting date, and (3) of the Physical Completion Date.
Without usurping the authority of other agencies, the Contracting Agency will
cooperate with them in their efforts to enforce legal requirements. Upon awareness
of a violation of a legal requirement, the Engineer will notify the Contractor in an
effort to achieve compliance. The Engineer may also notify the agency responsible
for enforcement if the Engineer deems that action is necessary to achieve compliance
with legal requirements. The Engineer will also assist the enforcement agency to obtain
Contractor compliance to the extent such assistance is consistent with the provisions of
the Contract.
The Contracting Agency will not adjust payment to compensate the Contractor for
changes in legal requirements unless those changes are specifically within the scope
of RCW 39.04.120. For changes under RCW 39.04.120, the Contracting Agency will
compensate the Contractor by negotiated change order as provided in Section 1-04.4.
Under certain conditions, the Contracting Agency will adjust payment to compensate
for tax changes. First, the changes shall involve federal or state taxes on materials or
fuel used in or consumed for the project. Second, the changes shall increase or decrease
Contractor-paid taxes by more than $500. For items in the original Contract, the tax
change must occur after the Bid opening date. For negotiated Contracts or items in a
supplemental agreement, the tax change must take place after the execution date of the
Contract or agreement. Within these conditions, the Contracting Agency will adjust
compensation by the actual dollar amounts of increase or decrease caused by the tax
changes. If the Engineer requests it, the Contractor shall certify in writing that the
Contract price does not include any extra amount to cover a possible change in taxes.
The Contracting Agency may audit the records of the Contractor as provided in
Section 1-09.12, to verify any claim for compensation because of changes in laws
or taxes.
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1-07.2 State Taxes
The Washington State Department of Revenue has issued special rules on the state
sales tax. Sections 1-07.2(1) through 1-07.2(3) are meant to clarify those rules. The
Contractor should contact the Financial System Manager, Department of Transportation,
Olympia, for answers to questions in this area. The Contracting Agency will not adjust its
payment if the Contractor bases a Bid on a misunderstood tax liability.
The Contractor shall include all Contractor-paid taxes in the unit Bid prices or other
Contract amounts. In some cases, however, state retail sales tax will not be included.
Section 1-07.2(2) describes this exception.
The Contracting Agency will pay the retained percentage only if the Contractor
has obtained from the State Department of Revenue a certificate showing that all
Contract-related taxes have been paid (RCW 60.28.050). The Contracting Agency may
deduct from its payments to the Contractor any amount the Contractor may owe the
State Department of Revenue, whether the amount owed relates to this Contract or not.
Any amount so deducted will be paid into the proper State fund.
1-07.2(1) State Sales Tax: Work Performed on city, county, or
Federally-Owned land
State Department of Revenue Rule 171 and its related rules apply for this section.
The Special Provisions of the Contract will identify those parts of the project that
require Work on land owned by:
1. A municipal corporation,
2. A political subdivision of the State, or
3. The United States of America.
For Work performed on such land, the Contractor shall include Washington State
retail sales taxes in the various unit Bid prices or other Contract amounts. These retail
sales taxes shall include those the Contractor pays on purchases of materials, equipment,
and supplies used or consumed in doing the Work.
1-07.2(2) State Sales Tax: Work on State-Owned or Private land
State Department of Revenue Rule 170 and its related rules apply for this section.
The Special Provisions of the Contract will identify those parts of the project that
require Work on State-owned or private land.
For Work performed on State-owned or private land, the Contractor shall collect
from the Contracting Agency, retail sales tax on the full Contract price. The Contracting
Agency will automatically add this sales tax to each payment to the Contractor. For this
reason, the Contractor shall not include the retail sales tax in the unit Bid prices or in any
other Contract amount.
However, the Contracting Agency will not add in sales tax the Contractor (prime
or Subcontractor) pays on the purchase or rental of tools, machinery, equipment, or
consumable supplies not integrated into the project. Such sales taxes shall be included
in the unit Bid prices or in any other Contract amount whether the State owns the
construction site or not.
1-07.2(3) Services
The Contractor shall not collect retail sales tax from the Contracting Agency on
any Contract wholly for professional or other services (as defined in State Department
of Revenue Rules 138 and 224).
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1-07.3 Forest Protection and Merchantable Timber Requirements
1-07.3(1) Forest Fire Prevention
When the Work is in or next to State or Federal forests, the Contractor shall know
and observe all laws and rules (State or Federal) on fire prevention and sanitation.
The Contractor shall ask the local forest supervisor or regional manager to outline
requirements for permits, sanitation, fire-fighting equipment, and burning.
The Contractor shall take all reasonable precautions to prevent and suppress forest
fires. In case of forest fire, the Contractor shall immediately notify the nearest forest
headquarters of its exact site and shall make every effort to suppress it. If needed, the
Contractor shall require his/her employees and those of any Subcontractor to work under
forest officials in fire-control efforts.
1-07.3(2) Merchantable Timber Requirements
When merchantable timber is to be cut, the Contractor shall obtain a permit from
the appropriate regional office of the State Department of Natural Resources and comply
fully with the State Forest Practices Act.
No person may export from the United States, or sell, trade, exchange, or otherwise
convey to any other person for the purpose of export from the United States, timber
originating from the project.
The Contractor shall comply with the Forest Resources Conservation and Shortage
Relief Amendments Act of 1993, (Public Law 103-45), and the Washington State Log
Export Regulations, (WAC 240-15).
1-07.4 Sanitation
1-07.4(1) General
The Contractor shall provide employees with all accommodations required by the
State Department of Health and other agencies. These accommodations shall be kept
clean, neat, and sanitized, and shall not create any public nuisance. The Contractor shall
keep all campsites clean, properly dispose of all refuse, and leave each site in a neat and
sanitary condition.
1-07.4(2) health hazards
Biological hazards and associated physical hazards may be present in the worksite.
The Contractor shall take precautions and perform any necessary Work to provide and
maintain a safe and healthful worksite in accordance with applicable laws. Payment for
Work necessary to provide and maintain a safe worksite will be incidental to associated
items of Contract Work unless the Contract includes provisions to the contrary.
1-07.5 Environmental Regulations
1-07.5(1) General
Throughout the Work, the Contractor shall comply with all current rules of the
resource agencies having jurisdiction over the affected areas. Some, though not all, of
these rules are summarized below. Any of these agencies may, without prejudice to the
Contracting Agency, add rules as needed to protect game, fish, or the environment.
The Contractor shall be responsible to immediately report to the Engineer any
deviation from the contract provisions pertaining to environmental compliance, including
but not limited to spills, unauthorized fill in waters of the State including wetlands, water
quality standards, noise, air quality, etc.
The following restrictions apply to all Work:
1. No Work shall occur within the jurisdictional areas unless authorized in the
Contract Provisions and associated environmental permits.
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2. No materials shall be placed below the ordinary high water line except as may
be specified in the Contract.
3. No equipment shall enter waters of the State, except as may be specified
in the Contract.
1-07.5(2) State Department of Fish and Wildlife
In doing the Work, the Contractor shall:
1. Not degrade water in a way that would harm fish. (Criteria: Washington State
Water Quality Regulations.)
2. Release any fish stranded by the project into a flowing stream or open water.
3. Replant any stream bank or shoreline area if the project disturbs vegetative
cover. Replanted trees, brush, or grasses shall resemble the type and density of
surrounding growth, unless the Special Provisions permit otherwise.
4. Leave, when the Work is complete, an open-water channel at the lowest level
of any isolated pothole to connect it with the main body of water.
5. Prevent any fish-threatening silt buildup on the bed or bottom of any body
of water.
6. Never block stream flow or fish passage.
7. Never remove gravel or other bottom material from the high-water flow
channel bed of any stream or from the bottom of any other body of water,
except as may be permitted by the Special Provisions
8. Dispose of any project debris by removal, burning, or placement above
high-water flows.
9. Immediately notify the Engineer and stop all work causing impacts, if at any
time, as a result of project activities, fish are observed in distress or a fish
kill occurs.
If the Work in (1) through (3) above differs little from what the Contract requires,
the Contracting Agency will measure and pay for it at unit Contract prices. But if
Contract items do not cover those areas, the Contracting Agency will pay pursuant to
Section 1-09.4. Work in (4) through (8) above will be incidental to Contract pay items.
1-07.5(3) State Department of Ecology
In doing the Work, the Contractor shall:
1. Get a waste discharge permit from the Ecology Department before:
a. Washing aggregate; or
b. Discharging water from pit sites or excavations into a ground or surface
waterway when the water contains turbidity, silt, or foreign materials.
2. Give the Project Engineer a copy of each waste discharge permit before the
Work begins.
3. Control drainage and erosion in a manner that reduces waterway pollution.
4. Perform Work in such a manner that all materials and substances not
specifically identified in the Contract documents to be placed in the water do
not enter waters of the State, including wetlands. These include, but are not
limited to, petroleum products, hydraulic fluid, fresh concrete, sediments,
sediment-laden water, chemicals, paint, solvents, or other toxic or deleterious
materials.
5. Use equipment that is free of external petroleum-based products.
6. Remove accumulations of soil and debris from drive mechanisms (wheels,
tracks, tires) and undercarriage of equipment prior to using equipment below
the ordinary high water line.
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7. Clean loose dirt and debris from all materials placed below the ordinary high
water line. No materials shall be placed below the ordinary high water line
without the Engineer’s approval.
8. Notify the Engineer and Ecology Department immediately should oil,
chemicals, or sewage spill into waters of the State
1-07.5(4) Air Quality
The Contractor shall comply with all rules of local air pollution authorities. If there
are none, air-quality rules of the State Department of Ecology shall govern the Work.
The Washington Clean Air Act requires that rock crushing, rock drilling, asphalt
batch plants, and concrete plants receive an air quality permit in advance of the operation.
The air quality permit process may include additional State Environment Policy Act
(SEPA) requirements. Contractors or operators should contact the appropriate air
pollution control authority well in advance of intended start-up. The permit process may
require up to 30-days.
When the Work includes demolition of any existing facility, the Contractor shall
comply with the requirements of the National Emission Standards for Asbestos. Any
requirement included in state or Federal regulations on this subject that applies to the
“owner or operator” shall be the responsibility of the Contractor.
1-07.6 Permits and licenses
Contractors shall obtain all required permits and licenses and give any notices
these call for.
The Contracting Agency will support the Contractor in efforts to obtain a temporary
operating permit in its name if:
1. A local rule or an agency policy prevent issuing the permit to a private firm;
2. The Contractor takes all action to obtain the permit;
3. The permit will serve the public interest;
4. The permit applies only to Work under the Contract;
5. The Contractor agrees in writing: (a) to comply with all the issuing agency
requires, and (b) to hold the Contracting Agency harmless for any Work-related
liability incurred under the permit; and
6. The permit costs the Contracting Agency nothing.
1-07.7 load limits
1-07.7(1) General
While moving equipment or materials on any public Highway, the Contractor shall
comply with all laws that control traffic or limit loads. The Contract neither exempts
the Contractor from such laws nor licenses overloads. At the Engineer’s request, the
Contractor shall provide any facts needed to compute the equipment’s weight on the
Roadway.
When the Contractor moves equipment or materials within the project limits as
shown in the Plans, legal load limits shall apply on:
1. Any road open to and in use by public traffic; or
2. Any existing road not scheduled for major reconstruction under the current
Contract; or
3. Any newly paved road (with final lift in place) built under this Contract. The
Contractor may haul overloads (not more than 25-percent above load limits) on
such roads not open to public traffic if this does not damage completed Work.
The Contractor shall pay all repair costs of any overload damage.
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Elsewhere on the project, the Contractor may operate equipment with only the
load-limit restrictions in 1, 2, and 3 in Section 1-07.7(2). The Contractor shall remain
responsible, however, for all load-caused damage. All vehicles subject to license on
a tonnage basis shall be licensed to maximum legal capacity before operating under
these limits.
If necessary and safe to do so, and if the Contractor requests it in writing, the
Engineer may approve higher load limits than those in the load-limit restrictions in
1, 2, and 3 in Section 1-07.7(2). The written request shall:
1. Describe loading details;
2. Describe the arrangement, movement, and position of equipment on the
Structure or over culverts and pipes; and
3. State that the Contractor assumes all risk for damage.
Unit prices shall cover all costs for operating over bridges and culverts. Nothing in
this section affects the Contractor’s other responsibilities under these Specifications or
under public Highway laws.
1-07.7(2) load-limit Restrictions
1. Structures Designed for Direct Bearing of live loads. The gross or
maximum load on each vehicle axle shall not exceed the legal load limit
by more than 35-percent. No more than one vehicle shall operate over any
Structure at one time. The Contractor shall immediately remove any dirt, rock,
or debris that may gather on the Structure’s Roadway surface.
If the Contractor desires to utilize work methods resulting in load that exceed
any of the restrictions described above, the Contractor shall submit calculations
and other supporting information (as specified in Section 6-01.6 for bridges
under construction) to the Engineer for approval in accordance with Sections
6-01.6 and 6-01.9. The Engineer will review the calculations and supporting
information to determine if the loading meets the criteria specified in Section
6-01.6. The Contractor shall not place or operate construction vehicles or
equipment on or over the Structure until receiving the Engineer’s approval of
the submittal.
2. underpasses and Reinforced concrete Box culverts under Embankments.
Loads shall not exceed 24,000-pounds on a single axle and 16,000-pounds each
on tandem axles spaced less than 10-feet apart. These limits are permitted only
if the embankment has: (a) been built to Specifications, and (b) reached at least
3-feet above the top of the underpass or culvert.
When the embankment has reached 5-feet above the top of the underpass or
culvert, the Contractor may increase per-axle loads up to 100,000-pounds if
outside wheel spacing is at least 7-feet on axle centers.
3. Pipe culverts and Sewer Pipes. Loads over pipe culverts and sewer pipes
shall not exceed 24,000-pounds on a single axle and 16,000-pounds each on
tandem axles spaced less than 10-feet apart. These limits are permitted only
if: (a) the culvert or pipe has been installed and backfilled to Specifications,
and (b) the embankment has reached at least 2-feet above the top limit of
pipe compaction.
When the embankment has reached 5-feet above the top limit of pipe
compaction, the Contractor may increase per-axle loads up to 100,000-pounds
if outside wheel spacing is at least 7-feet on axle centers, except that:
a. For Class III reinforced concrete pipes, the embankment shall have risen
above the top limit of compaction at least 6-feet.
b. For Class II reinforced concrete pipes, the maximum load for each axle
shall be 80,000-pounds if outside wheel spacing is at least 7-feet on axle
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centers. In this case, the embankment shall have risen above the top limit
of compaction at least 6-feet.
1-07.8 high-Visibility Apparel
The Contractor shall require all personnel under their control (including service
providers, Subcontractors, and lower tier subcontractors) that are on foot in the work zone
and are exposed to vehicle traffic or construction equipment to wear the high-visibility
apparel described in this Section.
The Contractor shall ensure that a competent person as identified in the MUTCD
selects the appropriate high-visibility apparel suitable for the jobsite conditions.
High-visibility garments shall always be the outermost garments.
High-visibility garments shall be in a condition compliant with the ANSI 107-2004
and shall be used in accordance with manufacturer recommendations.
1-07.8(1) Traffic Control Personnel
All personnel performing the Work described in Section 1-10 (including traffic
control supervisors, flaggers, spotters, and others performing traffic control labor of any
kind) shall comply with the following:
1. During daylight hours with clear visibility, workers shall wear a high-visibility
ANSI/ISEA 107-2004 Class 2 or 3 vest or jacket, and hardhat meeting the high-
visibility headwear requirements of WAC 296-155-305; and
2. During hours of darkness (½-hour before sunset to ½-hour after sunrise) or
other low-visibility conditions (snow, fog, etc.), workers shall wear a high-
visibility ANSI/ISEA 107-2004 Class 2 or 3 vest or jacket, high-visibility lower
garment meeting ANSI/ISEA 107-2004 Class E, and hardhat meeting the high-
visibility headwear requirements of WAC 296-155-305.
1-07.8(2) Non-Traffic Control Personnel
All personnel, except those performing the Work described in Section 1-10, shall
wear high-visibility apparel meeting the ANSI/ISEA 107-2004 Class 2 or 3 standard.
1-07.9 Wages
1-07.9(1) General
This Contract is subject to the minimum wage requirements of RCW 39.12 and to
RCW 49.28 (as amended or supplemented). On Federal-aid projects, Federal wage laws
and rules also apply. The hourly minimum rates for wages and fringe benefits are listed in
the Contract Provisions. When Federal wage and fringe benefit rates are listed, the rates
match those identified by the U.S. Department of Labor’s “Decision Number” shown in
the Contract Provisions.
The Contractor, any Subcontractor, and all individuals or firms required by RCW
39.12, WAC 296-127, or the Federal Davis-Bacon and Related Acts (DBRA) to pay
minimum prevailing wages, shall not pay any worker less than the minimum hourly
wage rates and fringe benefits required by RCW 39.12 or the DBRA. Higher wages and
benefits may be paid.
By including the hourly minimum rates for wages and fringe benefits in the Contract
Provisions, the Contracting Agency does not imply that the Contractor will find labor
available at those rates. The Contractor shall be responsible for any amounts above the
minimums that will actually have to be paid. The Contractor shall bear the cost of paying
wages above those shown in the Contract Provisions.
When the project is subject to both State and Federal hourly minimum rates for
wages and fringe benefits and when the two rates differ for similar kinds of labor, the
Contractor shall not pay less than the higher rate unless the State rates are specifically
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lEGAl RElATIONS AND RESPONSIBIlITIES TO ThE PuBlIc 1-07
preempted by Federal law. When the project involves both Highway Work and building
Work, the Contract Provisions may list a Federal wage and fringe benefit rate for the
Highway Work and a separate Federal wage and fringe benefit rate for the building Work.
The area in which the worker is physically employed shall determine which Federal
wage and fringe benefit rate shall be used to compare against the State wage and fringe
benefit rate.
If employing labor in a class not listed in the Contract Provisions on state funded
projects only, the Contractor shall request a determination of the correct wage and
benefits rate for that class and locality from the Industrial Statistician, Washington
State Department of Labor and Industries (State L&I), and provide a copy of those
determinations to the Project Engineer.
If employing labor in a class not listed in the Contract Provisions on federally
funded projects, the Contractor shall request a determination of the correct wage and
benefit for that class and locality from the U. S. Secretary of Labor through the Project
Engineer. Generally, the Contractor initiates the request by preparing standard form 1444
Request for Authorization of Additional Classification and Rate, available at http://www.
wdol.gov/docs/sf1444.pdf, and submitting it to the Project Engineer for further action.
The Contractor shall ensure that any firm (Supplier, Manufacturer, or Fabricator)
that falls under the provisions of RCW 39.12 because of the definition “Contractor” in
WAC 296-127-010, complies with all the requirements of RCW 39.12.
The Contractor shall be responsible for compliance with the requirements of the
DBRA and RCW 39.12 by all firms (Subcontractors, lower tier subcontractors, Suppliers,
Manufacturers, or Fabricators) engaged in any part of the Work necessary to complete
this Contract. Therefore, should a violation of this subsection occur by any firm that
is providing Work or materials for completion of this Contract whether directly or
indirectly responsible to the Contractor, the Contracting Agency will take action against
the Contractor, as provided by the provisions of the Contract, to achieve compliance,
including but not limited to, withholding payment on the Contract until compliance is
achieved.
In the event the Contracting Agency has an error (omissions are not errors) in
the listing of the hourly minimum rates for wages and fringe benefits in the Contract
Provisions, the Contractor, any Subcontractor, any lower tier subcontractor, or any
other firm that is required to pay prevailing wages, shall be required to pay the rates as
determined to be correct by State L&I (or by the U.S. Department of Labor when that
agency sets the rates). A change order will be prepared to ensure that this occurs. The
Contracting Agency will reimburse the Contractor for the actual cost to pay the difference
between the correct rates and the rates included in the Contract Provisions, subject to the
following conditions:
1. The affected firm relied upon the rates included in the Contract Provisions to
prepare its Bid and certifies that it did so;
2. The allowable amount of reimbursement will be the difference between the
rates listed and rates later determined to be correct plus only appropriate payroll
markup the employer must pay, such as, social security and other payments the
employer must make to the Federal or State Government;
3. The allowable amount of reimbursement may also include some overhead
cost, such as, the cost for bond, insurance, and making supplemental payrolls
and new checks to the employees because of underpayment for previously
performed Work; and
4. Profit will not be an allowable markup.
Firms that anticipated, when they prepared their Bids, paying a rate equal to, or
higher than, the correct rate as finally determined will not be eligible for reimbursement.
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listing Recovery Act (and other) new hire opportunities with the Employment
Security Department.
There are many talented people currently unemployed. As the signs on the
Contracting Agency’s projects advertise, the Recovery Act is about creating jobs
and putting people back to work. As a companion effort, the Employment Security
Department has been charged with giving people the opportunity to compete for these
jobs. Their tool for doing so is WorkSource. WorkSource is a free service located across
the State that screens, shortlists, and refers qualified candidates.
WorkSource employees are aware that the Contractor has other commitments as
part of your business practices and as part of the Contract. Contractors may be subject
to hiring commitments such as Equal Employment Opportunity or union commitments.
However, utilizing WorkSource can be an essential effort as part of their various good
faith efforts.
WorkSource is a resource that is available across the State. Contractors who have
been awarded WSDOT Contracts shall be prepared to discuss their recruitment plans and
how WorkSource will be incorporated into that effort at the preconstruction conference.
WorkSource has a simple process for requesting and reporting new hires.
The Contractor may contact the ARRA Business Unit at 877-453-5906 (toll free) or
ARRA@esd.wa.gov. There is additional information available on the website:
https://fortress.wa.gov/esd/worksource/
1-07.9(2) Posting Notices
In a location acceptable to State L&I, the Contractor shall ensure the following
is posted:
1. One copy of the approved “Statement of Intent to Pay Prevailing Wages” for
the Contractor, each Subcontractor, each lower tier subcontractor, and any other
firm (Supplier, Manufacturer, or Fabricator) that falls under the provisions of
RCW 39.12 because of the definition of “Contractor” in WAC 296-127-010;
2. One copy of the prevailing wage rates for the project;
3. The address and telephone number of the Industrial Statistician for State
L&I (along with notice that complaints or questions about wage rates may be
directed there); and
4. FHWA 1495/1495A “Wage Rate Information” poster if the project is funded
with Federal-aid.
1-07.9(3) Apprentices
If employing apprentices, the Contractor shall submit to the Engineer written
evidence showing:
1. Each apprentice is enrolled in a program approved by the Washington State
Apprenticeship and Training Council;
2. The progression schedule for each apprentice; and
3. The established apprentice-journey level ratios and wage rates in the project
locality upon which the Contractor will base such ratios and rates under the
Contract. Any worker for whom an apprenticeship agreement has not been
registered and approved by the Washington State Apprenticeship and Training
Council shall be paid at the prevailing hourly journey level rate as provided in
RCW 39.12.021.
1-07.9(4) Disputes
If labor and management cannot agree in a dispute over the proper prevailing wage
rates, the Contractor shall refer the matter to the Director of State L&I (or to the U.S.
Secretary of Labor when that agency sets the rates). The Director’s (or Secretary’s)
decision shall be final, conclusive, and binding on all parties.
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1-07.9(5) Required Documents
On forms provided by the Industrial Statistician of State L&I, the Contractor shall
submit to the Engineer the following for itself and for each firm covered under RCW
39.12 that provided Work and materials for the Contract:
1. A copy of an approved “Statement of Intent to Pay Prevailing Wages” State
L&I’s form number F700-029-000. The Contracting Agency will make no
payment under this Contract for the Work performed until this statement
has been approved by State L&I and a copy of the approved form has been
submitted to the Engineer.
2. A copy of an approved “Affidavit of Prevailing Wages Paid,” State L&I’s
form number F700-007-000. The Contracting Agency will not release to the
Contractor any funds retained under RCW 60.28.011 until all of the “Affidavit
of Prevailing Wages Paid” forms have been approved by State L&I and a copy
of all the approved forms have been submitted to the Engineer.
The Contractor shall be responsible for requesting these forms from State L&I and
for paying any approval fees required by State L&I.
Certified payrolls are required to be submitted by the Contractor to the Engineer,
for the Contractor and all Subcontractors or lower tier subcontractors, on all Federal-aid
projects and, when requested in writing by the Engineer, on projects funded with only
Contracting Agency funds. If these payrolls are not supplied within ten calendar days
of the end of the preceding weekly payroll period for Federal-aid projects or within ten
calendar days from the date of the written request on projects with only Contracting
Agency funds, any or all payments may be withheld until compliance is achieved. Also,
failure to provide these payrolls could result in other sanctions as provided by State laws
(RCW 39.12.050) and/or Federal regulations (29 CFR 5.12). All certified payrolls shall
be complete and explicit. Employee labor descriptions used on certified payrolls shall
coincide exactly with the labor descriptions listed on the minimum wage schedule in
the Contract unless the Engineer approves an alternate method to identify the labor used
by the Contractor to compare with the labor listed in the Contract Provisions. When an
apprentice is shown on the certified payroll at a rate less than the minimum prevailing
journey wage rate, the apprenticeship registration number for that employee from
the State Apprenticeship and Training Council shall be shown along with the correct
employee classification code.
1-07.9(6) Audits
The Contracting Agency may inspect or audit the Contractor’s wage and payroll
records as provided in Section 1-09.12.
1-07.10 Worker’s Benefits
The Contractor shall make all payments required for unemployment compensation
under Title 50 RCW and for industrial insurance and medical aid required under Title
51 RCW. If any payment required by Title 50 or Title 51 is not made when due, the
Contracting Agency may retain such payments from any money due the Contractor and
pay the same into the appropriate fund. Such payment will be made only after giving the
Contractor 15 days prior written notice of the Contracting Agency’s intent to disburse
the funds to the Washington State Department of Labor and Industries or Washington
State Employment Security Department as applicable. The payment will be made upon
expiration of the 15-calendar day period if no legal action has been commenced to
resolve the validity of the claim. If legal action is instituted to determine the validity
of the claim prior to the expiration of the 15-day period, the Contracting Agency will
hold the funds until determination of the action or written settlement agreement of the
appropriate parties.
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For Work on or adjacent to water, the Contractor shall make the determination as
to whether workers are to be covered under the Longshoremen’s and Harbor Worker’s
Compensation Act administered by the U.S. Department of Labor, or the State Industrial
Insurance coverage administered by the Washington State Department of Labor
and Industries.
The Contractor shall include in the various items in the Bid Proposal all costs
for payment of unemployment compensation and for providing either or both of the
insurance coverages. The Contractor will not be entitled to any additional payment for:
(1) failure to include such costs, or (2) determinations made by the U.S. Department
of Labor or the Washington State Department of Labor and Industries regarding the
insurance coverage.
The Public Works Contract Division of the Washington State Department of Labor
and Industries will provide the Contractor with applicable industrial insurance and
medical aid classification and premium rates. After receipt of a Revenue Release from the
Washington State Department of Revenue, the Contracting Agency will verify through
the Department of Labor and Industries that the Contractor is current with respect to the
payments of industrial insurance and medical aid premiums.
1-07.11 Requirements For Nondiscrimination
1-07.11(1) General Application
Discrimination in all phases of contracted employment, contracting activities and
training is prohibited by Title VI of the Civil Rights Act of 1964, Section 162(a) of the
Federal-Aid Highway Act of 1973, Section 504 of the Rehabilitation Act of 1973, the Age
Discrimination Act of 1975, the Justice System Improvement Act of 1979, the American
with Disabilities Act of 1990, the Civil Rights Restoration Act of 1987, 49 CFR Part
21, RCW 49.60 and other related laws and statutes. The referenced legal citations
establish the minimum requirements for affirmative action efforts and define the basic
nondiscrimination provisions as required by this section of these Standard Specifications.
1-07.11(2) contractual Requirements
1. The Contractor shall not discriminate against any employee or applicant for
contracted employment because of race, creed, color, national origin, sex, age,
marital status, or the presence of any physical, sensory or mental disability.
2. The Contractor shall, in all solicitations or advertisements for employees, state
that all qualified applicants will be considered for employment, without regard
to race, creed, color, national origin, sex, age, marital status, or the presence of
any physical, sensory, or mental disability.
3. The Contractor shall insert the following notification in all solicitations for
bids for Work or material subject to federal laws and regulations and made in
connection with all program and activities and, in adapted form in all proposals
for negotiated agreements:
The contractor in accordance to Title VI of the civil Rights Act of 1964,
78 Stat.252, 42 u.S. code 2000d to 2000d-4, and Title 49 code of Federal
Regulations, Part 21, hereby notifies all bidders that it will affirmatively
ensure that in any contract entered into pursuant to this advertisement,
minority business enterprises will be afforded full opportunity to submit
bids in response to this invitation and will not be discriminated against
on the grounds of race, color national origin and sex in consideration
for an award.
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lEGAl RElATIONS AND RESPONSIBIlITIES TO ThE PuBlIc 1-07
4. The Contractor shall make decisions with regard to selection and retention
of sub Contractors, procurement of materials and equipment and similar
actions related to the Contract without regard to race, creed, color, national
origin, sex, age, marital status, or the presence of any physical, sensory, or
mental disability.
5. The Contractor shall send to each labor union, employment agency, or
representative of workers with which the Contractor has a collective bargaining
agreement or other contract or understanding, a notice advising the labor
union, employment agency or worker’s representative, of the Contractor’s
commitments under this Contract with regard to nondiscrimination.
6. The Contractor shall permit access to its books, records and accounts by the
Contracting Agency for the purpose of investigating to ascertain compliance
with these Specifications. In the event that information required of a Contractor
is in the possession of another who fails or refuses to furnish this information,
the Contractor shall describe, in writing, what efforts were made to obtain the
information.
7. The Contractor shall maintain records with the name and address of each
minority/female worker referred to the Contractor and what action was taken
with respect to the referred worker.
8. The Contractor shall notify the Contracting Agency whenever the union with
which the Contractor has a collective bargaining agreement has impeded the
Contractor’s efforts to effect minority/female workforce utilization. This being
the case, the Contractor shall show what relief they have sought under such
collective bargaining agreements.
9. The Contractor is encouraged to participate in Contracting Agency and
Washington State Human Rights Commission approved program(s) designed
to train craft-workers for the construction trades.
1-07.11(2)A Equal Employment Opportunity (EEO) Responsibilities
Title VI Responsibilities
During the performance of this Contract, the Contractor, for itself, its assignees and
successors in interest (hereinafter referred to as the “Contractor”) agrees as follows:
1. compliance With Regulations. The Contractor shall comply with the
Regulations relative to nondiscrimination in federally assisted programs of the
Department of Transportation (hereinafter DOT), Title 49, Code of Federal
Regulations, part 21, as they may be amended from time to time, (hereinafter
referred to as the Regulations), which are herein incorporated by reference and
made a part of this Contract.
2. Nondiscrimination. The Contractor, with regard to the Work performed by it
during the Contract, shall not discriminate on the grounds of race, color, sex,
or national origin in the selection and retention of Subcontractors, including
procurement of materials and leases of equipment. The Contractor shall not
participate either directly or indirectly in the discrimination prohibited by
Section 21.5 of the Regulations, including employment practices when the
Contract covers a program set forth in Appendix B of the Regulations.
3. Solicitations for Subcontracts, Including Procurement of Materials
and Equipment. In all solicitations either by competitive bidding or
negotiations made by the Contractor for Work to be performed under a
subcontract, including procurement of materials or leases of equipment, each
potential Subcontractor or supplier shall be notified by the Contractor of the
Contractor’s obligations under this Contract and the Regulations relative to
nondiscrimination on the ground of race, color, sex, or national origin.
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4. Information and Reports. The Contractor shall provide all information and
reports required by the Regulations or directives issued pursuant thereto, and
shall permit access to its books, records, accounts, other sources of information,
and its facilities as may be determined by the Washington State Department
of Transportation or the Federal Highway Administration to be pertinent to
ascertain compliance with such Regulations, orders and instructions. Where any
information required of a Contractor is in the exclusive possession of another
who fails or refuses to furnish this information, the Contractor shall so certify
to the Washington State Department of Transportation, or the Federal Highway
Administration as appropriate, and shall set forth what efforts it has made to
obtain the information.
5. Sanctions for Noncompliance. In the event of the Contractor’s noncompliance
with the nondiscrimination provisions of this Contract, the Washington State
Department of Transportation shall impose such Contract sanctions as it or the
Federal Highway Administration may determine to be appropriate, including,
but not limited to:
a. Withholding of payments to the Contractor under the Contract until the
Contractor complies, and/or;
b. Cancellation, termination, or suspension of the Contract, in whole
or in part.
6. Incorporation of Provisions. The Contractor shall include the provisions
of paragraphs (1) through (5) in every subcontract, including procurement
of materials and leases of equipment, unless exempt by the Regulations,
or directives issued pursuant thereto. The Contractor shall take such action
with respect to any Subcontractor or procurement as the Washington State
Department of Transportation or the Federal Highway Administration
may direct as a means of enforcing such provisions including sanctions
for noncompliance.
Provided, however, that in the event a Contractor becomes involved in, or is
threatened with, litigation with a Subcontractor or supplier as a result of such
direction, the Contractor may request the Washington State Department of
Transportation enter into such litigation to protect the interests of the state and,
in addition, the Contractor may request the United States to enter into such
litigation to protect the interests of the United States.
1-07.11(3) Equal Employment Opportunity Officer
The Contractor shall officially designate and make known to the Engineer
during the preconstruction meetings and discussions the firm’s Equal Employment
Opportunity Officer (hereinafter referred to as the EEO Officer). The EEO Officer
will also be responsible for making him/herself known to each of the Contractor’s
employees. The EEO Officer must possess the responsibility, authority, and capability
for administering and promoting an active and effective Contractor program of equal
employment opportunity.
1-07.11(4) Dissemination of Policy
1-07.11(4)A Supervisory Personnel
All members of the Contractor’s staff who are authorized to hire, supervise,
promote, and discharge employees, or who recommend such action, or who are
substantially involved in such action, shall be made fully cognizant of, and shall
implement the Contractor’s equal employment opportunity policy and contractual
responsibilities to provide equal employment opportunity in each grade and classification
of employment. To ensure that the above agreement will be met, the following actions
shall be taken as a minimum:
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lEGAl RElATIONS AND RESPONSIBIlITIES TO ThE PuBlIc 1-07
1. EEO Meetings. Periodic meetings of supervisory and personnel office
employees shall be conducted before the start of Work and then not less often
than once every 6-months, at which time the Contractor’s equal employment
opportunity policy and its implementation shall be reviewed and explained.
The meetings shall be conducted by the EEO Officer or other knowledgeable
company official.
2. EEO Indoctrination. All new supervisory or personnel office employees shall
be given a thorough indoctrination by the EEO Officer or other knowledgeable
company official covering all major aspects of the Contractor’s equal
employment opportunity obligations within 30-days following their reporting
for duty with the Contractor.
3. Internal EEO Procedures. All personnel who are engaged in direct
recruitment for the project shall be instructed by the EEO Officer or appropriate
company official in the Contractor’s procedures for locating and hiring minority
group and female employees.
1-07.11(4)B Employees, Applicants, and Potential Employees
In order to make the Contractor’s equal employment opportunity policy known to
all employees, prospective employees, and potential sources of employees, e.g., schools,
employment agencies, labor unions (where appropriate), college placement officers,
community organizations, etc., the Contractor shall take the following actions:
1. Notices and Posters. Notices and posters setting forth the Contractor’s equal
employment opportunity policy shall be placed in areas readily accessible to
employees, applicants for employment, and potential employees.
2. EEO Indoctrination. The Contractor’s equal employment opportunity
policy and the procedures to implement such policy shall be brought to the
attention of employees by means of meetings, employee handbooks, or other
appropriate means.
1-07.11(5) Sanctions
In the event of the Contractor is found in noncompliance with the provisions of
Section 1-07.11, the Contracting Agency may impose such Contract sanctions as it or the
Federal Highway Administration may determine necessary to gain compliance including,
but not limited to:
1. Progress payment requests may not be honored until the noncompliance is
remedied to the satisfaction of the Contracting Agency.
2. The Contract may be suspended, in whole or in part, until such time as the
Contractor is determined to be in compliance by the Contracting Agency.
3. The Contractor’s pre-qualification may be suspended or revoked pursuant to
WAC 468-16. The Contracting Agency may refer the matter to the Federal
Highway Administration (FHWA) for possible federal sanctions.
4. The Contract may be terminated.
1-07.11(6) Incorporation of Provisions
The Contractor shall include the provisions of Section 1-07.11(2) Contractual
Requirements (1) through (4) and the Section 1-07.11(5) Sanctions in every subcontract
including procurement of materials and leases of equipment. The Contractor shall
take such action or enforce sanctions with respect to a Subcontractor or supplier as the
Contracting Agency or the FHWA may direct as a means of enforcing such provisions.
In the event a Contractor becomes involved in litigation with a Subcontractor or supplier
as a result of such direction, the Contractor may request the Contracting Agency enter
into such litigation to protect their interests and the Contracting Agency may request
the federal government to enter into such litigation to protect the interests of the
United States.
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1-07.11(7) Vacant
1-07.11(8) Vacant
1-07.11(9) Subcontracting, Procurement of Materials, and leasing of Equipment
Nondiscrimination. The Contractor shall not discriminate on the grounds of race,
color, religion, sex, national origin, age, or disability in the selection and retention of
Subcontractors, including procurement of materials and leases of equipment.
Solicitation and utilization. The Contractor shall use their best effort to solicit
bids from, and to utilize, disadvantaged, minority, and women Subcontractors,
or Subcontractors with meaningful minority and women representation among
their employees.
Subcontractor EEO Obligations. The Contractor shall notify all potential
Subcontractors and suppliers of the EEO obligations required by the Contract. The
Contractor shall use their efforts to ensure Subcontractors compliance with their equal
employment opportunity obligations.
1-07.11(10) Records and Reports
1-07.11(10)A General
The Contractor shall keep such records as are necessary to determine compliance
with the Contractor’s equal employment opportunity obligations. The records kept by the
Contractor shall be designated to indicate:
1. Work Force Data. The number of minority and nonminority group members
and women employed in each work classification on the project.
2. Good Faith Efforts — unions. The progress and efforts being made in
cooperation with unions to increase employment opportunities for minorities
and women (applicable only to contractors who rely in whole or in part on
unions as a source of their work force).
3. Good Faith Efforts — Recruitment. The progress and efforts being
made in locating, hiring, training, qualifying, and upgrading minority and
female employees.
4. Subcontracting. The progress and efforts being made in securing the services
of disadvantaged, minority, and women Subcontractors or Subcontractors with
meaningful minority and female representation among their employees.
1-07.11(10)B Required Records and Retention
All records must be retained by the Contractor for a period of three years following
acceptance of the Contract Work. All records shall be available at reasonable times
and places for inspection by authorized representatives of either the Washington State
Department of Transportation or the Federal Highway Administration.
Federal-Aid highway construction contractors Annual EEO Report
FhWA #1391. This form is required for all federally assisted projects provided
the Contract is equal to or greater than $10,000 and for every associated subcontract
equal to or greater than $10,000. Each Contract requires separate reports filed for the
Contractor and each Subcontractor (subject to the above noted criteria). These forms
are due by August 25th in every year during which Work was performed in July. The
payroll period to be reflected in the report is the last payroll period in July in which Work
was performed. This report is required of each Contractor and Subcontractor for each
federally assisted Contract on which the Contractor or Subcontractor performs Work
during the month of July.
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lEGAl RElATIONS AND RESPONSIBIlITIES TO ThE PuBlIc 1-07
Monthly Employment utilization Reports
WSDOT Form #820-010. This form (or substitute form as approved by the
Contracting Agency) is required for all federally assisted projects if the Contract is equal
to or greater then $10,000 and for every associated subcontract equal to or greater than
$10,000. These monthly reports are to be maintained in the respective Contractor or
Subcontractor’s records.
1-07.12 Federal Agency Inspection
Federal laws, rules, and regulations shall be observed by the Contractor on Federal-
aid projects. This Work is subject to inspection by the appropriate Federal agency.
The Contractor shall cooperate with the Federal agencies in these inspections. These
inspections shall not make the Federal Government a party to the Contract and shall not
constitute an interference with the rights of the Contracting Agency or the Contractor.
1-07.13 contractor’s Responsibility for Work
1-07.13(1) General
All Work and material for the Contract, including any change order Work, shall be
at the sole risk of the Contractor until the entire improvement has been completed as
determined by the Engineer, except as provided in this section.
The Contractor shall rebuild, repair, restore, and make good all damages to any
portion of the permanent or temporary Work occurring before the Physical Completion
Date and shall bear all the expense to do so, except damage to the permanent Work
caused by: (a) acts of God, such as earthquake, floods, or other cataclysmic phenomenon
of nature, or (b) acts of the public enemy or of governmental authorities; or (c) slides in
cases where Section 2-03.3(11) is applicable; Provided, however, that these exceptions
shall not apply should damages result from the Contractor’s failure to take reasonable
precautions or to exercise sound engineering and construction practices in conducting
the Work.
If the performance of the Work is delayed as a result of damage by others, an
extension of time will be evaluated in accordance with Section 1-08.8.
Nothing contained in this section shall be construed as relieving the Contractor of
responsibility for, or damage resulting from, the Contractor’s operations or negligence,
nor shall the Contractor be relieved from full responsibility for making good any
defective Work or materials as provided for under Section 1-05.
1-07.13(2) Relief of Responsibility for completed Work
Upon written request, the Contractor may be relieved of the duty of maintaining and
protecting certain portions of the Work, as described below, which have been completed
in all respects in accordance with the requirements of the Contract. If the Engineer
provides written approval, the Contractor will be relieved of the responsibility for damage
to said completed portions of the Work resulting from use by public traffic or from the
action of the elements or from any other cause, but not from damage resulting from the
Contractor’s operations or negligence.
Portions of the Work for which the Contractor may be relieved of the duty of
maintenance and protection as provided in the above paragraph include but are not
limited to the following:
1. The completion of ¼-mile of Roadway or ¼-mile of one Roadway of a divided
Highway or a frontage road including the Traveled Way, Shoulders, drainage
control facilities, planned Roadway protection Work, lighting, and any required
traffic control and access facilities.
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2. A bridge or other Structure of major importance.
3. A complete unit of a traffic control signal system or of a Highway lighting
system.
4. A complete unit of permanent Highway protection Work.
5. A building that is functionally complete and open to the public.
6. Any Contract Proposal item.
1-07.13(3) Relief of Responsibility for Damage by Public Traffic
When it is necessary for public traffic to utilize a Highway facility during
construction, the Contractor will be relieved of responsibility for damages to permanent
Work by public traffic under the following circumstances:
1. The Work is in accordance with the Contract Plans or approved stage
construction plans,
2. The Work is on a section of Roadway required by the Contract to be opened to
public traffic, and
3. The traffic control is in accordance with the approved traffic control plans.
If traffic is relocated to another section of Roadway, the Contractor shall resume
responsibility for the Work until such time as the section of Roadway is again open to
public traffic or the Contractor submits a written request for Work that is completed to
a point where relief can be granted in accordance with Section 1-07.13(2).
1-07.13(4) Repair of Damage
The Contractor shall promptly repair all damage to either temporary or permanent
Work as ordered by the Engineer. For damage qualifying for relief under Sections
1-07.13(1), 1-07.13(2) or 1-07.13(3), payment will be made in accordance with
Section 1-09.4 using the estimated Bid item “Reimbursement for Third Party Damage”.
In the event the Contracting Agency pays for damage to the Contractor’s Work or for
damage to the Contractor’s equipment caused by third parties, any claim the Contractor
had or may have had against the third party shall be deemed assigned to the Contracting
Agency, to the extent of the Contracting Agency’s payment for such damage.
Payment will be limited to repair of damaged Work only. No payment will be made
for delay or disruption of Work.
For the purpose of providing a common Proposal for all Bidders, the Contracting
Agency has entered an amount for “Reimbursement For Third Party Damage” in the
Proposal to become a part of the total Bid by the Contractor.
1-07.14 Responsibility for Damage
The State, Governor, Commission, Secretary, and all officers and employees of the
State, including but not limited to those of the Department, will not be responsible in
any manner: for any loss or damage that may happen to the Work or any part; for any
loss of material or damage to any of the materials or other things used or employed in
the performance of Work; for injury to or death of any persons, either workers or the
public; or for damage to the public for any cause which might have been prevented by the
Contractor, or the workers, or anyone employed by the Contractor.
The Contractor shall be responsible for any liability imposed by law for injuries to,
or the death of, any persons or damages to property resulting from any cause whatsoever
during the performance of the Work, or before final acceptance.
Subject to the limitations in this section, the Contractor shall indemnify, defend,
and save harmless the State, Governor, Commission, Secretary, and all officers and
employees of the State from all claims, suits, or actions brought for injuries to, or death
of, any persons or damages resulting from construction of the Work or in consequence
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lEGAl RElATIONS AND RESPONSIBIlITIES TO ThE PuBlIc 1-07
of any negligence regarding the Work, the use of any improper materials in the Work,
caused in whole or in part by any act or omission by the Contractor or the agents or
employees of the Contractor during performance or at any time before final acceptance.
In addition to any remedy authorized by law, the State may retain so much of the money
due the Contractor as deemed necessary by the Engineer to ensure indemnification until
disposition has been made of such suits or claims.
Subject to the limitations in this section, the Contractor shall indemnify, defend, and
save harmless any county, city, or region, its officers, and employees connected with the
Work, within the limits of which county, city, or region the Work is being performed, all
in the same manner and to the same extent as provided above for the protection of the
State, its officers and employees, provided that no retention of money due the Contractor
be made by the State except as provided in RCW 60.28, pending disposition of suits or
claims for damages brought against the county, city, or district.
The Contractor will not be required to indemnify, defend, or save harmless the
indemnitee as provided in the preceding paragraphs of this section if the claim, suit, or
action for injuries, death, or damages is caused by the sole negligence of the indemnitee.
Where such claims, suits, or actions result from the concurrent negligence of (a) the
indemnitee or the indemnitee’s agents or employees and (b) the Contractor or the
Contractor’s agent or employees, the indemnity provisions provided in the preceding
paragraphs of this section shall be valid and enforceable only to the extent of the
Contractor’s negligence or the negligence of its agents and employees.
The Contractor shall bear sole responsibility for damage to completed portions of
the project and to property located off the project caused by erosion, siltation, runoff, or
other related items during the construction of the project. The Contractor shall also bear
sole responsibility for any pollution of rivers, streams, ground water, or other waters that
may occur as a result of construction operations.
The Contractor shall exercise all necessary precautions throughout the life of the
project to prevent pollution, erosion, siltation, and damage to property.
The Contracting Agency will forward to the Contractor all claims filed against
the State according to RCW 4.92.100 that are deemed to have arisen in relation to
the Contractor’s Work or activities under this Contract, and, in the opinion of the
Contracting Agency, are subject to the defense, indemnity, and insurance provisions of
these Standard Specifications. Claims will be deemed tendered to the Contractor and
insurer, who has named the State as a named insured or an additional insured under the
Contract’s insurance provisions, once the claim has been forwarded via certified mail to
the Contractor. The Contractor shall be responsible to provide a copy of the claim to the
Contractor’s designated insurance agent who has obtained/met the Contract’s insurance
provision requirements.
Within 60-calendar days following the date a claim is sent by the Contracting
Agency to the Contractor, the Contractor shall notify the Claimant and WSDOT (Risk
Management Office, PO Box 47418, Olympia, WA 98504-7418) of the following:
a. whether the claim is allowed or is denied in whole or in part, and, if so, the
specific reasons for the denial of the individual claim, and if not denied in full,
when payment has been or will be made to the claimant(s) for the portion of the
claim that is allowed, or
b. if resolution negotiations are continuing. In this event, status updates will be
reported no longer than every 60-calendar days until the claim is resolved
or a lawsuit is filed.
If the Contractor fails to provide the above notification within 60-calendar days,
then the Contractor shall yield to the Contracting Agency sole and exclusive discretion
to allow all or part of the claim on behalf of the Contractor, and the contractor shall
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be deemed to have WAIVED any and all defenses, objections, or other avoidances
to the contracting Agency’s allowance of the claim, or the amount allowed by the
contracting Agency, under common law, constitution, statute, or the Contract and these
Standard Specifications. If all or part of a claim is allowed, the Contracting Agency will
notify the Contractor via certified mail that it has allowed all or part of the claim and
make appropriate payments to the claimant(s) with State funds.
Payments of State funds by the Contracting Agency to claimant(s) under this section
will be made on behalf of the Contractor and at the expense of the Contractor, and the
Contractor shall be unconditionally obligated to reimburse the Contracting Agency for the
“total reimbursement amount”, which is the sum of the amount paid to the claimant(s),
plus all costs incurred by the Contracting Agency in evaluating the circumstances
surrounding the claim, the allowance of the claim, the amount due to the claimant, and all
other direct costs for the Contracting Agency’s administration and payment of the claim
on the Contractor’s behalf. The Contracting Agency will be authorized to withhold the
total reimbursement amount from amounts due the Contractor, or, if no further payments
are to be made to the Contractor under the Contract, the Contractor shall directly
reimburse the Contracting Agency for the amounts paid within 30-days of the date notice
that the claim was allowed was sent to the Contractor. In the event reimbursement from
the Contractor is not received by the Contracting Agency within 30-days, interest shall
accrue on the total reimbursement amount owing at the rate of 12-percent per annum
calculated at a daily rate from the date the Contractor was notified that the claim was
allowed. The Contracting Agency’s costs to enforce recovery of these amounts are
additive to the amounts owing.
1-07.15 Temporary Water Pollution/Erosion control
In an effort to prevent, control, and stop water pollution and erosion within the
project, thereby protecting the Work, nearby land, streams, and other bodies of water,
the Contractor shall perform all Work in strict accordance with all Federal, State, and
local laws and regulations governing waters of the State, as well as permits acquired for
the project.
The Contractor shall perform all temporary water pollution/erosion control measures
shown in the Plans, specified in the Special Provisions, proposed by the Contractor and
approved by the Engineer, or ordered by the Engineer as Work proceeds.
Stormwater or dewatering water that has come in contact with concrete rubble,
concrete pours, or cement treated soils shall be maintained to pH 8.5 or less before it is
allowed to enter waters of the State. If pH exceeds 8.5, the Contractor shall immediately
discontinue work and initiate treatment according to the plan to lower the pH. Work
may resume, with treatment, once the pH of the stormwater is 8.5 or less or it can be
demonstrated that the runoff will not reach surface waters.
High pH process water shall not be discharged to waters of the State. Unless
specific measures are identified in the Special Provisions, high pH process water may be
infiltrated, dispersed in vegetation or compost, or pumped to a sanitary sewer system.
Water being infiltrated or dispersed shall have no chance of discharging directly to waters
of the State, including wetlands or conveyances that indirectly lead to waters of the State.
High pH process water shall be treated to within a range of 6.5 to 8.5 pH units prior to
infiltration to ensure the discharge does not cause a violation of groundwater quality
standards. If water is pumped to the sanitary sewer, the Contractor shall provide a copy
of permits and requirements for placing the material into a sanitary sewer system prior to
beginning the work. Process water may be collected and disposed of by the Contractor
off the project site. The Contractor shall provide a copy of the permit for an approved
waste site for the disposal of the process water prior to the start of work that generates the
process water.
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1-07.15(1) Spill Prevention, control and countermeasures Plan
The Contractor shall prepare a project-specific spill prevention, control, and
countermeasures plan (SPCC Plan) that will be used for the duration of the project.
The Contractor shall submit the plan to the Project Engineer no later than the date of
the preconstruction conference. No on-site construction activities may commence until
WSDOT accepts an SPCC Plan for the project.
The term “hazardous materials,” as used in this Specification, is defined in
Chapter 447 of the WSDOT Environmental Procedures Manual (M 31-11). Occupational
safety and health requirements that may pertain to SPCC Plan implementation are
contained in, but not limited to, WAC 296-824 and WAC 296-843.
Implementation Requirements
The SPCC Plan shall be updated by the Contractor throughout project construction
so that the written plan reflects actual site conditions and practices. The Contractor
shall update the SPCC Plan at least annually and maintain a copy of the updated SPCC
Plan on the project site. All project employees shall be trained in spill prevention and
containment, and they shall know where the SPCC Plan and spill response kits are
located and have immediate access to them.
If hazardous materials are encountered or spilled during construction, the Contractor
shall do everything possible to control and contain the material until appropriate
measures can be taken. The Contractor shall supply and maintain spill response kits of
appropriate size within close proximity to hazardous materials and equipment.
The Contractor shall implement the spill prevention measures identified in the SPCC
Plan before performing any of the following:
1. Placing materials or equipment in staging or storage areas.
2. Refueling, washing, or maintaining equipment.
3. Stockpiling contaminated materials.
SPcc Plan Element Requirements
The SPCC Plan shall set forth the following information in the following order:
1. Responsible Personnel
Identify the name(s), title(s), and contact information for the personnel
responsible for implementing and updating the plan, including all spill
responders.
2. Spill Reporting
List the names and telephone numbers of the Federal, State, and local agencies
the Contractor shall notify in the event of a spill.
3. Project and Site Information
Describe the following items:
A. The project Work.
B. The site location and boundaries.
C. The drainage pathways from the site.
D. Nearby waterways and sensitive areas and their distances from the site.
4. Potential Spill Sources
Describe each of the following for all potentially hazardous materials brought
or generated on-site (including materials used for equipment operation,
refueling, maintenance, or cleaning):
A. Name of material and its intended use.
B. Estimated maximum amount on-site at any one time.
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C. Location(s) (including any equipment used below the ordinary high
water line) where the material will be staged, used, and stored and the
distance(s) from nearby waterways and sensitive areas.
D. Decontamination location and procedure for equipment that comes into
contact with the material.
E. Disposal procedures.
5. Pre-Existing Contamination
Describe any pre-existing contamination and contaminant sources (such as
buried pipes or tanks) in the project area that are described in the Contract
documents. Identify equipment and work practices that will be used to prevent
the release of contamination.
6. Spill Prevention and Response Training
Describe how and when all personnel (including refueling Contractors and
Subcontractors) will be trained in spill prevention, containment, and response
in accordance with the Plan. Describe how and when all spill responders will be
trained in accordance with WAC 296-824.
7. Spill Prevention
Describe the following items:
A. Spill response kit contents and location(s).
B. Security measures for potential spill sources.
C. Secondary containment practices and structures for all containers to handle
the maximum volume of potential spill of hazardous materials.
D. Methods used to prevent stormwater from contacting hazardous materials.
E. Site inspection procedures and frequency.
F. Equipment and structure maintenance practices.
G. Daily inspection and cleanup procedures that ensure all equipment used
below the ordinary high water line is free of all external petroleum-
based products.
H. Refueling procedures for equipment that cannot be moved from below the
ordinary high water line.
8. Spill Response
Outline the response procedures the Contractor will follow for each scenario
listed below. Include a description of the actions the Contractor shall take and
the specific on-site spill response equipment that shall be used to assess the
spill, secure the area, contain and eliminate the spill source, and clean up and
dispose of spilled and contaminated material.
A. A spill of each type of hazardous material at each location identified in 4,
above.
B. Stormwater that has come into contact with hazardous materials.
C. A release or spill of any pre-existing contamination and contaminant
source described in 5, above.
D. A release or spill of any unknown pre-existing contamination and
contaminant sources (such as buried pipes or tanks) encountered during
project Work.
E. A spill occurring during Work with equipment used below the ordinary
high water line.
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If the Contractor will use a Subcontractor for spill response, provide contact
information for the Subcontractor under item 1 (above), identify when the
Subcontractor will be used, and describe actions the Contractor shall take while
waiting for the Subcontractor to respond.
9. Project Site Map
Provide a map showing the following items:
A. Site location and boundaries.
B. Site access roads.
C. Drainage pathways from the site.
D. Nearby waterways and sensitive areas.
E. Hazardous materials, equipment, and decontamination areas identified in
4, above.
F. Pre-existing contamination or contaminant sources described in 5, above.
G. Spill prevention and response equipment described in 7 and 8, above.
10. Spill Report Forms
Provide a copy of the spill report form(s) that the Contractor will use in the
event of a release or spill.
Payment
Payment will be made in accordance with Section 1-04.1 for the following Bid
item when it is included in the Proposal:
“SPCC Plan,” lump sum.
When the written SPCC Plan is accepted by WSDOT, the Contractor shall
receive 50-percent of the lump sum Contract price for the plan.
The remaining 50-percent of the lump sum price will be paid after the materials
and equipment called for in the plan are mobilized to the project.
The lump sum payment for “SPCC Plan” shall be full pay for:
1. All costs associated with creating the accepted SPCC Plan.
2. All costs associated with providing and maintaining the on-site spill
prevention equipment described in the accepted SPCC Plan.
3. All costs associated with providing and maintaining the on-site standby
spill response equipment and materials described in the accepted
SPCC Plan.
4. All costs associated with implementing the spill prevention measures
identified in the accepted SPCC Plan.
5. All costs associated with updating the SPCC Plan as required by this
Specification.
As to other costs associated with releases or spills, the Contractor may request
payment as provided for in the Contract. No payment shall be made if the release or spill
was caused by or resulted from the Contractor’s operations, negligence, or omissions.
1-07.16 Protection and Restoration of Property
1-07.16(1) Private/Public Property
The Contractor shall not use Contracting Agency owned or controlled property other
than that directly affected by the Contract Work without the approval of the Engineer. If
the Engineer grants such approval, the Contractor shall then vacate the area when ordered
to do so by the Engineer. Approval to temporarily use the property shall not create any
entitlement to further use or to compensation for any conditions or requirements imposed.
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The Contractor shall protect private or public property on or in the vicinity of the
Work site. The Contractor shall ensure that it is not removed, damaged, destroyed, or
prevented from being used unless the Contract so specifies.
Property includes land, utilities, trees, landscaping, improvements legally on the
right-of-way, markers, monuments, buildings, Structures, pipe, conduit, sewer or water
lines, signs, and other property of all description whether shown on the Plans or not.
If the Engineer orders, or if otherwise necessary, the Contractor shall install
protection, acceptable to the Engineer, for property such as that listed in the previous
paragraph. The Contractor is responsible for locating and protecting all property that is
subject to damage by the construction operation.
If the Contractor (or agents/employees of the Contractor) damage, destroy, or
interfere with the use of such property, the Contractor shall restore it to original condition.
The Contractor shall also halt any interference with the property’s use. If the Contractor
refuses or does not respond immediately, the Engineer may have such property restored
by other means and subtract the cost from money that will be or is due the Contractor.
The Contractor may access the worksite from adjacent properties. The Contractor
shall not use or allow others to use this access to merge with public traffic. During non-
working hours, the Contractor shall provide a physical barrier that is either locked or
physically unable to be moved without equipment. The access shall not go through any
existing Structures. The access may go through fencing. The Contractor shall control or
prevent animals from entering the worksite to the same degree that they were controlled
before the fence was removed. The Contractor shall prevent persons not involved in
the Contract Work from entering the worksite through the access or through trails and
pathways intersected by the access. If the Contract documents require that existing
trails or pathways be maintained during construction, the Contractor will insure the
safe passage of trail or pathway users. The Contractor shall effectively control airborne
particulates that are generated by use of the access. The location and use of the access
shall not adversely affect wetlands or sensitive areas in any manner. The Contractor
shall be responsible for obtaining all haul road agreements, permits and/or easements
associated with the access. The Contractor shall replace any fence, repair any damage and
restore the site to its original state when the access is no longer needed. The Contractor
shall bear all costs associated with this worksite access.
1-07.16(2) Vegetation Protection and Restoration
Existing vegetation, where shown in the Plans or designated by the Engineer, shall
be saved and protected through the life of the Contract. The Engineer will designate the
vegetation to be saved and protected by a site preservation line, high visibility fencing, or
individual flagging.
Damage which may require replacement of vegetation includes bark stripping,
broken branches, exposed root systems, cut root systems, poisoned root systems,
compaction of surface soil and roots, puncture wounds, drastic reduction of surface
roots or leaf canopy, changes in grade greater than 6 inches, or any other changes to the
location that may jeopardize the survival or health of the vegetation to be preserved.
When large roots of trees designated to be saved are exposed by the Contractor’s
operation, they shall be wrapped with heavy burlap for protection and to prevent
excessive drying. The burlap shall be kept moist and securely fastened until the roots
are covered to finish grade. All burlap and fastening material shall be removed from the
roots before covering. All roots 1-inch or smaller in diameter, which are damaged, shall
be pruned with a sharp saw or pruning shear. Damaged, torn, or ripped bark shall be
removed as ordered by the Engineer at no additional cost to the Contracting Agency.
Any pruning activity required to complete the Work as specified shall be performed
by persons qualified as a Certified Arborist at the direction of the Engineer.
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If due to, or for any reason related to the Contractor’s operation, any tree, shrub,
ground cover or herbaceous vegetation designated to be saved is destroyed, disfigured, or
damaged to the extent that continued life is questionable as determined by the Engineer, it
shall be removed by the Contractor at the direction of the Engineer.
The Contractor will be assessed damages equal to triple the value of the vegetation
as determined in the Guide for Plant Appraisal, Current Edition, published by the
International Society of Arboriculture or the estimated cost of restoration with a similar
species. Shrub, ground cover, and herbaceous plant values will be determined using the
Cost of Cure Method. Any damage so assessed will be deducted from the monies due or
that may become due the Contractor.
1-07.16(2)A Wetland and Sensitive Area Protection
Existing wetland and other environmentally sensitive areas, where shown in the
Plans or designated by the Engineer, shall be saved and protected through the life of the
Contract. When applicable, a site preservation line has been established as a boundary
between work zones and sensitive environmental areas.
The Contractor shall install high visibility fence as shown in the Plans or designated
by the Engineer in accordance with 8-01.3(1). The areas to be protected include critical
environmental areas, buffer zones, and other areas of vegetation to be preserved. The
Contractor shall keep areas identified by the site preservation lines free of construction
equipment, construction materials, debris, and runoff. No access, including, but not
limited to, excavation, clearing, staging, or stockpiling, shall be performed inside the
protected area.
1-07.16(3) Fences, Mailboxes, Incidentals
The Contractor shall maintain any temporary fencing to prevent pedestrians from
entering the worksite and to preserve livestock, crops, or property when working through
or adjacent to private property. The Contractor is liable for all damages resulting from not
complying with this requirement.
The usefulness of existing mail or paper boxes shall not be impaired. If the
Contract anticipates removing and reinstalling the mail or paper boxes, the provisions
of Section 8-18 will apply. If the mail or paper boxes are rendered useless solely by acts
(or inaction) of the Contractor or for the convenience of the Contractor, the Work shall be
performed as provided in Section 8-18 at the Contractor’s expense.
1-07.16(4) Archaeological and historical Objects
Archaeological or historical objects, such as ruins, sites, buildings, artifacts, fossils,
or other objects of antiquity that may have significance from a historical or scientific
standpoint, which may be encountered by the Contractor, shall not be further disturbed.
The Contractor shall immediately notify the Engineer of any such finds.
The Engineer will determine if the material is to be salvaged. The Contractor may be
required to stop Work in the vicinity of the discovery until such determination is made.
The Engineer may require the Contractor to suspend Work in the vicinity of the discovery
until salvage is accomplished.
If the Engineer finds that the suspension of Work in the vicinity of the discovery
increases or decreases the cost or time required for performance of any part of the
Work under this Contract, the Engineer will make an adjustment in payment or the time
required for the performance of the Work in accordance with Sections 1-04.4 and 1-08.8.
1-07.16(4)A Inadvertent Discovery of human Skeletal Remains
If human skeletal remains are encountered by the Contractor, they shall not be
further disturbed. The Contractor shall immediately notify the Engineer of any such
finds, and shall cease all work adjacent to the discovery, in an area adequate to provide
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for the total security and protection of the integrity of the skeletal remains. The Engineer
may require the Contractor to suspend Work in the vicinity of the discovery until final
determinations are made and removal of the skeletal remains is completed.
If the Engineer finds that the suspension of Work in the vicinity of the discovery
increases or decreases the cost or time required for performance of any part of the
Work under this Contract, the Engineer will make an adjustment in payment or the time
required for the performance of the Work in accordance with Sections 1-04.4 and 1-08.8.
1-07.16(5) Payment
All costs to comply with this section and for the protection and repair specified
in this section, unless otherwise stated, are incidental to the Contract and are the
responsibility of the Contractor. The Contractor shall include all related costs in the unit
Bid prices of the Contract.
1-07.17 utilities and Similar Facilities
The Contractor shall protect all private and public utilities from damage resulting
from the Work. Among others, these utilities include: telephone, telegraph, and power
lines; pipelines, sewer and water lines; railroad tracks and equipment; and Highway
lighting and signing systems. All costs required to protect public and private utilities shall
be at the Contractor’s expense, except as provided otherwise in this section.
Chapter 19.122 of the Revised Code of Washington (RCW) relates to underground
utilities. In accordance with this RCW, the Contractor shall call the One-Number Locator
Service for field location of utilities. If no locator service is available for the area, notice
shall be provided individually to those owners of utilities known to, or suspected of,
having underground facilities within the area of the proposed excavation.
1-07.17(1) utility construction, Removal or Relocation by the contractor
If the Work requires removing or relocating a utility, the Contract will assign the
task to the Contractor or the utility owner. When the task is assigned to the Contractor
it shall be performed in accordance with the Plans and Special Provisions. New utility
construction shall be performed according to the appropriate Contract requirements.
To ease or streamline the Work for its own convenience, the Contractor may desire
to ask utility owners to move, remove, or alter their equipment in ways other than those
listed in the Plans or Special Provisions. The Contractor shall make the arrangements
and pay all costs that arise from work performed by the utility owner at the Contractor’s
request. Two weeks prior to implementing any such utility work, the Contractor shall
submit plans and details to the Project Engineer for approval describing the scope and
schedule of all work performed at the Contractor’s request by the utility owner.
In some cases, the Plans or Special Provisions may not show all underground
facilities. If the Work requires these to be moved or protected, the Engineer will assign
the task to others or issue a written change order requiring the Contractor to do so as
provided in Section 1-04.4.
1-07.17(2) utility construction, Removal or Relocation by Others
Any authorized agent of the Contracting Agency or utility owners may enter
the Highway right-of-way to repair, rearrange, alter, or connect their equipment.
The Contractor shall cooperate with such effort and shall avoid creating delays or
hindrances to those doing the work. As needed, the Contractor shall arrange to coordinate
work schedules.
If the Contract provides notice that utility work (including furnishing, adjusting,
relocating, replacing, or constructing utilities) will be performed by others during
the prosecution of the Work, the Special Provisions will establish the utility owner’s
anticipated completion. The Contractor shall carry out the Work in a way that will
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minimize interference and delay for all forces involved. Any costs incurred prior to
the utility owners anticipated completion (or if no completion is specified, within a
reasonable period of time) that results from the coordination and prosecution of the Work
regarding utility adjustment, relocation, replacement, or construction shall be at the
Contractor’s expense as provided in Section 1-05.14.
When others delay the Work through late performance of utility work, the Contractor
shall adhere to the requirements of Section 1-04.5.The Contracting Agency will either
suspend Work according to Section 1-08.6, or order the Contractor to coordinate the
Work with the work of the utility owner in accordance with Section 1-04.4. When ordered
to coordinate the Work with the work of the utility owner, the Contractor shall prosecute
the Work in a way that will minimize interference and delay for all forces involved.
1-07.18 Public liability and Property Damage Insurance
The Contractor shall obtain and keep in force the following policies of insurance.
The policies shall be with companies or through sources approved by the State Insurance
Commissioner pursuant to Chapter 48.05, RCW. Unless otherwise indicated below, the
policies shall be kept in force from the execution date of the Contract until the date of
acceptance by the Secretary (Section 1-05.12).
1. Owners and Contractors Protective Insurance providing bodily injury and
property damage liability coverage with limits of $3,000,000 per occurrence
and in the aggregate for each policy period, written on Insurance Services
Office (ISO) form CG0009 together with Washington State Department of
Transportation Amendatory Endorsement No. CG 29 08, specifying the State
of Washington as a named insured.
The Contractor may choose to terminate this insurance after the date of
Substantial Completion as determined by the Engineer or, should Substantial
Completion not be achieved, after the date of Physical Completion as
determined by the Engineer. In the event the Contractor elects to terminate this
coverage, prior to acceptance of the Contract, the Contractor shall first obtain
an endorsement to the Commercial General Liability Insurance described below
that establishes the Contracting Agency on that policy as an additional insured.
2. Commercial General Liability Insurance written under ISO Form CG0001 or
its equivalent with minimum limits of $3,000,000 per occurrence and in the
aggregate for each policy period. This protection may be a CGL policy or any
combination of primary, umbrella or excess liability coverage affording total
liability limits of not less than $3,000,000. Products and completed operations
coverage shall be provided for a period of one year following final acceptance
of the Work.
3. Commercial Automobile Liability Insurance providing bodily injury and
property damage liability coverage for all owned and nonowned vehicles
assigned to or used in the performance of the Work with a combined single
limit of not less than $1,000,000 each occurrence with the State named as
an additional insured in connection with the Contractor’s Performance of
the Contract.
The Owners and Contractors Protective Insurance policy shall not be subject to a
deductible or contain provisions for a deductible. The Commercial General Liability
policy and the Commercial Automobile Liability Insurance policy may, at the discretion
of the Contractor, contain such provisions. If a deductible applies to any claim under
these policies, then payment of that deductible will be the responsibility of the Contractor,
notwithstanding any claim of liability against the Contracting Agency. However in
no event shall any provision for a deductible provide for a deductible in excess of
$50,000.00.
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Prior to Contract execution, the Contractor shall file with the Department of
Transportation, Contract Payment Section, P.O. Box 47420, Olympia, WA 98504-7420,
ACORD Form Certificates of Insurance evidencing the minimum insurance coverages
required under these Specifications.
All insurance policies and Certificates of Insurance shall include a requirement
providing for a minimum of 45-days prior written notice to the Contracting Agency of
any cancellation or reduction of coverage. All insurance coverage required by this section
shall be written and provided by “occurrence-based” policy forms rather than by “claims
made” forms.
Failure on the part of the Contractor to maintain the insurance as required shall
constitute a material breach of Contract upon which the Contracting Agency may, after
giving 5-working days notice to the Contractor to correct the breach, immediately
terminate the Contract or, at its discretion, procure or renew such insurance and pay any
and all premiums in connection therewith, with any sums so expended to be repaid to
the Contracting Agency on demand, or at the sole discretion of the Contracting Agency,
offset against funds due the Contractor from the Contracting Agency.
All costs for insurance, including any payments of deductible amounts, shall be
considered incidental to and included in the unit Contract prices and no additional
payment will be made.
1-07.19 Gratuities
The Contractor shall not extend any loan, gratuity, or gift of money in any form
whatsoever to any employee or officer of the Contracting Agency; nor will the Contractor
rent or purchase any equipment or materials from any employee or officer of the
Contracting Agency. Before payment of the final estimate will be made, the Contractor
shall execute and furnish the Contracting Agency an affidavit certifying compliance with
these provisions of the Contract.
The Contractor shall comply with all applicable sections of the State Ethics law,
RCW 42.52, which regulates gifts to State officers and employees. Under that statute, any
Contracting Agency officer or employee who has or will participate with the Contractor
regarding any aspect of this Contract is prohibited from seeking or accepting any gift,
gratuity, favor or anything of economic value from the Contractor. Accordingly, neither
the Contractor nor any agent or representative shall offer anything of economic value as a
gift, gratuity, or favor directly or indirectly to any such officer or employee.
1-07.20 Patented Devices, Materials, and Processes
The Contractor shall assume all costs arising from the use of patented devices,
materials, or processes used on or incorporated in the Work, and agrees to indemnify,
defend, and save harmless the State, Governor, Commission, Secretary, and their duly
authorized agents and employees from all actions of any nature for, or on account of the
use of any patented devices, materials, or processes.
1-07.21 Rock Drilling Safety Requirements
It shall be the Contractor’s responsibility to maintain safe working conditions
during rock drilling, by keeping dust concentration below the threshold limit value or by
providing those protective devices that may be required by the State Department of Labor
and Industries.
1-07.22 use of Explosives
When using explosives, the Contractor shall use the utmost care to protect life and
property, to prevent slides, and to leave undisturbed all materials, outside the neat lines of
the cross-section.
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Explosives shall be handled, marked, stored, and used in compliance with WAC
296-52 and such local laws, rules, and regulations that may apply. The stricter provisions
shall apply.
All explosives shall be stored securely as required by all laws and ordinances
that apply. Each storage place shall be clearly marked: “Dangerous-Explosives.”
No explosives shall be left unprotected.
If public utilities or railroads own equipment near the blast site, the Contractor shall
notify the owners of the location, date, time, and approximate duration of the blasting.
This notice shall be given sufficiently in advance to enable all owners to take any steps
as they deem necessary to protect their property from injury.
Blasting near proposed Structures shall be completed before Work on them begins.
When the use of explosives is necessary for the prosecution of the Work, the Contractor’s
insurance shall contain a special clause permitting the blasting.
1-07.23 Public convenience and Safety
The Contractor shall be responsible for providing adequate safeguards, safety
devices, protective equipment, and any other needed actions to protect the life, health,
and safety of the public, and to protect property in connection with the performance of
the Work covered by the Contract. The Contractor shall perform any measures or actions
the Engineer may deem necessary to protect the public and property. The responsibility
and expense to provide this protection shall be the Contractor’s except that which is to be
furnished by the Contracting Agency as specified in other sections of these Specifications.
Nothing contained in this Contract is intended to create any third-party beneficiary rights
in favor of the public or any individual utilizing the Highway facilities being constructed
or improved under this Contract.
1-07.23(1) Construction Under Traffic
The Contractor shall conduct all operations with the least possible obstruction and
inconvenience to the public. The Contractor shall have under construction no greater
length or amount of Work than can be prosecuted properly with due regards to the rights
of the public. To the extent possible, the Contractor shall finish each section before
beginning Work on the next. The Contractor shall enter interstate Highways only through
legal movements from existing roads, streets, and through other access points specifically
allowed by the Contract documents.
To disrupt public traffic as little as possible, the Contractor shall permit traffic to
pass through the Work with the least possible inconvenience or delay. The Contractor
shall maintain existing roads, streets, sidewalks, and paths within the project limits,
keeping them open and in good, clean, safe condition at all times. Deficiencies caused by
the Contractor’s operations shall be repaired at the Contractor’s expense. The Contractor
shall also maintain roads, streets, sidewalks, and paths adjacent to the project limits when
affected by the Contractor’s operations. Snow and ice control will be performed by the
Contracting Agency on all projects. Cleanup of snow and ice control debris will be at the
Contracting Agency’s expense. The Contractor shall perform the following:
1. Remove or repair any condition resulting from the Work that might impede
traffic or create a hazard.
2. Keep existing traffic signal and Highway lighting systems in operation as the
Work proceeds. (The Contracting Agency will continue the routine maintenance
on such system.)
3. Maintain the striping on the Roadway at the Contracting Agency’s expense.
The Contractor shall be responsible for scheduling when to renew striping,
subject to the approval of the Engineer. When the scope of the project does not
require Work on the Roadway, the Contracting Agency will be responsible for
maintaining the striping.
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4. Maintain existing permanent signing. Repair of signs will be at the Contracting
Agency’s expense, except those damaged due to the Contractor’s operations.
5. Keep drainage Structures clean to allow for free flow of water. Cleaning of
existing drainage Structures will be at the Contracting Agency’s expense when
approved by the Engineer, except when flow is impaired due to the Contractor’s
operations.
To protect the rights of abutting property owners, the Contractor shall:
1. Conduct the construction so that the least inconvenience as possible is caused
to abutting property owners;
2. Maintain ready access to driveways, houses, and buildings along the line
of Work;
3. Provide temporary approaches to crossing or intersecting roads and keep these
approaches in good condition; and
4. Provide another access before closing an existing one whenever the Contract
calls for removing and replacing an abutting owner’s access.
When traffic must pass through grading areas, the Contractor shall:
1. Make cuts and fills that provide a reasonably smooth, even Roadbed;
2. Place, in advance of other grading Work, enough fill at all culverts and bridges
to permit traffic to cross;
3. Make Roadway cuts and fills, if ordered by the Engineer, in partial-width lifts,
alternating lifts from side to side to permit traffic to pass on the side opposite
the Work;
4. Install culverts on half the width of the Traveled Way, keeping the other half
open to traffic and unobstructed until the first half is ready for use;
5. After rough grading or placing any subsequent layers, prepare the final
Roadbed to a smooth, even surface (free of humps and dips) suitable for use by
public traffic; and
6. Settle dust with water, or other dust palliative, as the Engineer may order.
If grading Work is on or next to a Roadway in use, the Contractor shall finish
the grade immediately after rough grading and place surfacing materials as the
Work proceeds.
The Contractor shall conduct all operations to minimize any drop-offs (abrupt
changes in roadway elevation) left exposed to traffic during nonworking hours. Unless
otherwise specified in the Traffic Control Plan, drop-offs left exposed to traffic during
nonworking hours shall be protected as follows:
1. Drop-offs up to 0.20 foot, unless otherwise ordered by the Engineer,
may remain exposed with appropriate warning signs alerting motorists
of the condition.
2. Drop-offs more than 0.20-foot that are in the Traveled Way or Auxiliary Lane
will not be allowed unless protected with appropriate warning signs and further
protected as indicated in 3b or 3c below.
3. Drop-offs more than 0.20 foot, but no more than 0.50 foot, that are not within
the Traveled Way shall be protected with appropriate warning signs and further
protected by having one of the following:
a. A wedge of compacted stable material placed at a slope of 4:1 or flatter.
b. Channelizing devices (Type I barricades, plastic safety drums, or other
devices 36 inches or more in height) placed along the traffic side of the
drop-off and a new edge of pavement stripes placed a minimum of 3 feet
from the drop-off. The maximum spacing between the devices in feet shall
2010 Standard Specifications M 41-10 Page 1-73
lEGAl RElATIONS AND RESPONSIBIlITIES TO ThE PuBlIc 1-07
be the posted speed in miles per hour. Pavement drop-off warning signs
shall be placed in advance and throughout the drop-off treatment.
c. Temporary concrete barrier or other approved barrier installed on the
traffic side of the drop-off with 2-feet between the drop-off and the back of
the barrier and a new edge of pavement stripe a minimum of 2-feet from
the face of the barrier. An approved terminal, flare, or impact attenuator
will be required at the beginning of the section. For night use, the barrier
shall have standard delineation such as paint, reflective tape, lane markers,
or warning lights.
4. Drop-offs more than 0.50-foot not within the Traveled Way or Auxiliary Lane
shall be protected with appropriate warning signs and further protected as
indicated in 3a, 3b, or 3c if all of the following conditions are met:
a. The drop-off is less than 2-feet;
b. The total length throughout the project is less than 1 mile;
c. The drop-off does not remain for more than 3-working days;
d. The drop-off is not present on any of the holidays listed in Section 1-08.5;
and
e. The drop-off is only on one side of the Roadway.
5. Drop-offs more than 0.50 foot that are not within the Traveled Way or Auxiliary
Lane and are not otherwise covered by No. 4 above shall be protected with
appropriate warning signs and further protected as indicated in 3a or 3c.
6. Open trenches within the Traveled Way or Auxiliary Lane shall have a steel-
plate cover placed and anchored over them. A wedge of suitable material,
if required, shall be placed for a smooth transition between the pavement
and the steel plate. Warning signs shall be used to alert motorists of the
presence of the steel plates.
1-07.23(2) construction and Maintenance of Detours
Unless otherwise approved, the Contractor shall maintain two-way traffic during
construction. The Contractor shall build, maintain in a safe condition, keep open to
traffic, and remove when no longer needed:
1. Detours and detour bridges that will accommodate traffic diverted from the
Roadway, bridge, sidewalk, or path during construction,
2. Detour crossings of intersecting Highways, and
3. Temporary approaches.
Unit Contract prices will cover construction, maintenance, and removal of all
detours shown in the Plans or proposed by the Contracting Agency.
The Contractor shall pay all costs to build, maintain, and remove any other detours,
whether built for the Contractor’s convenience or to facilitate construction operations.
Any detour proposed by the Contractor shall not be built until the Engineer approves.
Surfacing and paving shall be consistent with traffic requirements.
Upon failure of the Contractor to immediately provide, maintain, or remove detours
or detour bridges when ordered to do so by the Engineer, the Contracting Agency may,
without further notice to the Contractor or the Surety, provide, maintain, or remove the
detours or detour bridges and deduct the costs from any payments due or coming due
the Contractor.
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1-07 lEGAl RElATIONS AND RESPONSIBIlITIES TO ThE PuBlIc
1-07.24 Rights of Way
All rights of way for the completed facility will be provided by the Contracting
Agency in advance of construction. Any exceptions will be noted in the Special
Provisions. Should the necessary Right of Way not be available as provided in the
Contract, an extension of time will be considered in accordance with Section 1-08.8.
1-07.25 Opening of Sections to Traffic
The Contracting Agency reserves the right to use and open to traffic any portion of
the Work before the Physical Completion Date of the entire Contract without constituting
acceptance of any of the Work. This action will not cause the Contracting Agency to incur
any liability to the Contractor except as may otherwise be provided in the Contract.
If the Contracting Agency opens any portion of the Work prior to the Physical
Completion Date of the entire Contract because early opening is specified in the Contract
or when the Contractor has failed to prosecute the Work continuously and efficiently,
any Work remaining shall be performed by the Contractor at the unit Contract prices
for the items of Work involved. No additional payment will be made for costs incurred
by the Contractor because of: (1) inconvenience, additional length of travel to conform
to established traffic patterns and planned access features; (2) compliance with statutes
governing traffic regulations and limitations of loads; or (3) additional flagging costs
necessary to protect the operations and the traveling public. The Contractor shall take
all costs due to traffic using portions of the Work into account when submitting the
Bid Proposal, and the unit Contract prices for the various items of Work involved shall
include these costs.
1-07.26 Personal liability of Public Officers
Neither the Governor, the Commission, the Secretary, the Engineer, nor any other
officer or employee of the State shall be personally liable for any acts or failure to act in
connection with the Contract, it being understood that in such matters, they are acting
solely as agents of the State.
1-07.27 No Waiver of State’s legal Rights
The State shall not be precluded or estopped by any measurement, estimate, or
certificate made either before or after the completion and acceptance of the Work
and payment therefore from showing the true amount and character of the Work
performed and materials furnished by the Contractor, or from showing that any such
measurement, estimate, or certificate is untrue or incorrectly made, or that the Work
or materials do not conform in fact to the Contract. The State shall not be precluded or
estopped, notwithstanding any such measurement, estimate, or certificate, and payment
in accordance therewith, from recovering from the Contractor and the Sureties such
damages as it may sustain by reason of the Contractor’s failure to comply with the terms
of the Contract. Neither the acceptance by the Secretary, nor any payment for the whole
or any part of the Work, nor any extension of time, nor any possession taken by the State
shall operate as a waiver of any portion of the Contract or of any power herein reserved
or any right to damages herein provided, or bar recovery of any money wrongfully or
erroneously paid to the Contractor. A waiver of any breach of the Contract shall not be
held to be a waiver of any other or subsequent breach.
The Contractor and the State recognize that the impact of overcharges to the State
by the Contractor resulting from antitrust law violations by the Contractor’s suppliers
or Subcontractors adversely affects the State rather than the Contractor. Therefore, the
Contractor agrees to assign to the State any and all claims for such overcharges.
2010 Standard Specifications M 41-10 Page 1-75
PROSEcuTION AND PROGRESS 1-08
1-08 PROSEcuTION AND PROGRESS
1-08.1 Subcontracting
Work done by the Contractor’s own organization shall account for at least 30-percent
of the Awarded Contract price. Before computing this percentage, however, the
Contractor may subtract (from the Awarded Contract price) the costs of any subcontracted
Work on items the Contract designates as specialty items.
The Contractor shall not subcontract Work unless the Engineer approves in writing.
Each request to subcontract shall be on the form the Engineer provides. If the Engineer
requests, the Contractor shall provide proof that the Subcontractor has the experience,
ability, and equipment the Work requires. The Contractor shall require each Subcontractor
to comply with Section 1-07.9 and to furnish all certificates and statements required by
the Contract.
Prior to subcontracting any Work, the Contractor shall verify that every first tier
Subcontractor meets the responsibility criteria stated below at the time of subcontract
execution. The Contractor shall include these responsibility criteria in every subcontract,
and require every Subcontractor to:
1. Possess any electrical contractor license required by 19.28 RCW or elevator
contractor license required by 70.87 RCW, if applicable;
2. Have a certificate of registration in compliance with chapter 18.27 RCW;
3. Have a current State unified business identifier number;
4. If applicable, have
a. Industrial insurance coverage for the bidder’s employees working in
Washington (Title 51 RCW);
b. An employment security department number (Title 50 RCW);
c. A State excise tax registration number (Title 82 RCW);
5. Not be disqualified from bidding on any public works contract under RCW
39.06.010 or RCW 39.12.065(3).
6. Verify these responsibility criteria for every lower tier subcontractor at the time
of subcontract execution; and,
7. Include these responsibility criteria in every lower tier subcontract.
Along with the request to sublet, the Contractor shall submit the names of
any contracting firms the Subcontractor proposes to use as lower tier subcontractors.
Collectively, these lower tier subcontractors shall not do Work that exceeds 25-percent of
the total amount subcontracted to a Subcontractor. When a Subcontractor is responsible
for construction of a specific Structure or Structures, the following Work may be
performed by lower tier Subcontractors without being subject to the 25-percent
limitation:
1. Furnishing and driving of piling, or
2. Furnishing and installing concrete reinforcing and post-tensioning steel.
Except for the 25-percent limit, lower tier subcontractors shall meet the same
requirements as Subcontractors.
The Engineer will approve the request only if satisfied with the proposed
Subcontractor’s record, equipment, experience, and ability. Approval to subcontract
shall not:
1. Relieve the Contractor of any responsibility to carry out the Contract,
2. Relieve the Contractor of any obligations or liability under the Contract and the
Contractor’s bond,
3. Create any contract between the Contracting Agency and the Subcontractor, or
4. Convey to the Subcontractor any rights against the Contracting Agency.
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1-08 PROSEcuTION AND PROGRESS
The Contracting Agency will not consider as subcontracting: (1) purchase of sand,
gravel, crushed stone, crushed slag, batched concrete aggregates, ready mix concrete,
off-site fabricated structural steel, other off-site fabricated items, and any other materials
supplied by established and recognized commercial plants; or (2) delivery of these
materials to the Work site in vehicles owned or operated by such plants or by recognized
independent or commercial hauling companies hired by those commercial plants.
However, the Washington State Department of Labor and Industries may determine
that RCW 39.12 applies to the employees of such firms identified in 1 and 2 above in
accordance with WAC 296-127. If this should occur, the provisions of Section 1-07.9, as
modified or supplemented, shall apply.
On all projects funded with Contracting Agency funds only, the Contractor
shall certify to the actual amounts paid Disadvantaged, Minority, or Women’s
Business Enterprise firms that were used as Subcontractors, lower tier subcontractors,
manufacturers, regular dealers, or service providers on the Contract. This Certification
shall be submitted to the Project Engineer on WSDOT form 421-023, “Annual Report
of Amounts Paid as MBE/WBE Participants”, annually for the State fiscal year July 1
through June 30, or through Physical Completion of the Contract, whichever occurs
earliest. The report is due July 20th following the fiscal year end or 20-calendar days after
Physical Completion of the Contract.
On all projects funded with both Contracting Agency funds and Federal assistance
the Contractor shall submit a “Quarterly Report of Amounts Credited as DBE
Participation” on a quarterly basis for every quarter in which the Contract is active (Work
is accomplished) or upon completion of the project, as appropriate. The quarterly reports
are due on the 20th of April, July, October, and January for the four respective quarters.
When required, this “Quarterly Report of Amounts Credited as DBE Participation”
is in lieu of WSDOT form 421-023, “Annual Report of Amounts Paid as MBE/WBE
Participants”.
If dissatisfied with any part of the subcontracted Work, the Engineer may request in
writing that the Subcontractor be removed. The Contractor shall comply with this request
at once and shall not employ the Subcontractor for any further Work under the Contract.
1-08.1(1) Subcontract completion and Return of Retainage Withheld
The following procedure shall apply to all subcontracts entered into as a part of
this Contract:
Requirements
1. The Subcontractor shall make a written request to the Contractor for the release
of the Subcontractor’s retainage or retainage bond.
2. Within 10-working days of the request, the Contractor shall determine
if the subcontract has been satisfactorily completed and shall inform the
Subcontractor, in writing, of the Contractor’s determination.
3. If the Contractor determines that the subcontract has been satisfactorily
completed, the Subcontractor’s retainage or retainage bond shall be released by
the Contractor within 10-working days from the date of the written notice.
4. If the Contractor determines that the Subcontractor has not achieved
satisfactory completion of the subcontract, the Contractor must provide the
Subcontractor with written notice, stating specifically why the subcontract
Work is not satisfactorily completed and what has to be done to achieve
completion. The Contractor shall release the Subcontractor’s retainage or
retainage bond within 8-working days after the Subcontractor has satisfactorily
completed the Work identified in the notice.
2010 Standard Specifications M 41-10 Page 1-77
PROSEcuTION AND PROGRESS 1-08
5. In determining whether satisfactory completion has been achieved, the
Contractor may require the Subcontractor to provide documentation
such as certifications and releases, showing that all laborers, lower-tiered
subcontractors, suppliers of material and equipment, and others involved in the
Subcontractor’s Work have been paid in full. The Contractor may also require
any documentation from the Subcontractor that is required by the subcontract
or by the Contract between the Contractor and Contracting Agency or by law
such as affidavits of wages paid, material acceptance certifications and releases
from applicable governmental agencies to the extent that they relate to the
Subcontractor’s Work.
6. If the Contractor fails to comply with the requirements of the Specification
and the Subcontractor’s retainage or retainage bond is wrongfully withheld,
the Subcontractor may seek recovery against the Contractor under applicable
prompt pay statutes in addition to any other remedies provided for by the
subcontract or by law.
conditions
1. This clause does not create a contractual relationship between the Contracting
Agency and any Subcontractor as stated in Section 1-08.1. Also, it is not
intended to bestow upon any Subcontractor, the status of a third-party
beneficiary to the Contract between the Contracting Agency and the Contractor.
2. This section of the Contract does not apply to retainage withheld by the
Contracting Agency from monies earned by the Contractor. The Contracting
Agency shall continue to process the release of that retainage based upon
the Completion Date of the project as defined in Section 1-08.5 Time for
Completion and in accordance with the requirements and procedures set forth
in chapter 60.28 RCW.
Payment
The Contractor will be solely responsible for any additional costs involved in paying
retainage to the Subcontractors prior to total project completion. Those costs shall be
incidental to the respective Bid items
1-08.2 Assignment
The Contractor shall not assign all or any part of the Work unless the Engineer
approves in writing. The Engineer will not approve any proposed assignment that would
relieve the original Contractor or Surety of responsibility under the Contract.
Money due (or that will become due) to the Contractor may be assigned. If given
written notice, the Contracting Agency will honor such an assignment to the extent
the law permits. But the assignment shall be subject to all setoffs, withholdings, and
deductions required by law and the Contract.
1-08.3 Progress Schedule
1-08.3(1) General Requirements
The Contractor shall submit Type A or Type B Progress Schedules and Schedule
Updates to the Engineer for approval. Schedules shall show Work that complies with all
time and order of Work requirements in the Contract. Scheduling terms and practices
shall conform to the standards established in Construction Planning and Scheduling,
Second Edition, published by the Associated General Contractors of America. Except
for Weekly Look-Ahead Schedules, all schedules shall meet these General Requirements,
and provide the following information:
1. Include all activities necessary to physically complete the project.
2. Show the planned order of Work activities in a logical sequence.
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1-08 PROSEcuTION AND PROGRESS
3. Show durations of Work activities in working days as defined in Section 1-08.5.
4. Show activities in durations that are reasonable for the intended Work.
5. Define activity durations in sufficient detail to evaluate the progress of
individual activities on a daily basis.
6. Show the Physical Completion of all Work within the authorized Contract time.
The Contracting Agency allocates its resources to a Contract based on the total
time allowed in the Contract. The Contracting Agency may accept a Progress Schedule
indicating an early Physical Completion Date but cannot guarantee the Contracting
Agency’s resources will be available to meet an accelerated schedule. No additional
compensation will be allowed if the Contractor is not able to meet their accelerated
schedule due to the unavailability of Contracting Agency’s resources or for other reasons
beyond the Contracting Agency’s control.
If the Engineer determines that the Progress Schedule or any necessary Schedule
Update does not provide the required information, then the schedule will be returned to
the Contractor for correction and resubmittal.
The Engineer’s approval of any schedule shall not transfer any of the Contractor’s
responsibilities to the Contracting Agency. The Contractor alone shall remain responsible
for adjusting forces, equipment, and Work schedules to ensure completion of the Work
within the time(s) specified in the Contract.
1-08.3(2) Progress Schedule Types
Type A Progress Schedules are required on all projects that do not contain the
Bid item for Type B Progress Schedule. Type B Progress Schedules are required on all
projects that contain the Bid item for Type B Progress Schedule. Weekly Look-Ahead
Schedules and Schedule Updates are required on all projects.
1-08.3(2)A Type A Progress Schedule
The Contractor shall submit five copies of a Type A Progress Schedule no later
than 10-days after the date the contract is executed, or some other mutually agreed upon
submittal time. The schedule may be a critical path method (CPM) schedule, bar chart,
or other standard schedule format. Regardless of which format is used, the schedule
shall identify the critical path. The Engineer will evaluate the Type A Progress Schedule
and approve or return the schedule for corrections within 15-calendar days of receiving
the submittal.
1-08.3(2)B Type B Progress Schedule
The Contractor shall submit a preliminary Type B Progress Schedule no later
than five calendar days after the date the Contract is executed. The preliminary Type B
Progress Schedule shall comply with all of these requirements and the requirements of
Section 1-08.3(1), except that it may be limited to only those activities occurring within
the first 60-working days of the project.
The Contractor shall submit five copies of a Type B Progress Schedule depicting the
entire project no later than 30-calendar days after the date the Contract is executed. The
schedule shall be a critical path method (CPM) schedule developed by the Precedence
Diagramming Method (PDM). Restraints may be utilized, but may not serve to change
the logic of the network or the critical path. The schedule shall display at least the
following information:
Contract Number and Title
Construction Start Date
Critical Path
Activity Description
Milestone Description
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PROSEcuTION AND PROGRESS 1-08
Activity Duration
Predecessor Activities
Successor Activities
Early Start (ES) and Early Finish (EF) for each activity
Late Start (LS) and Late Finish (LF) for each activity
Total Float (TF) and Free Float (FF) for each activity
Physical Completion Date
Data Date
The Engineer will evaluate the Type B Progress Schedule and approve or return the
schedule for corrections within 15-calendar days of receiving the submittal.
1-08.3(2)c Vacant
1-08.3(2)D Weekly look-Ahead Schedule
Each week that Work will be performed, the Contractor shall submit a Weekly
Look-Ahead Schedule showing the Contractor’s and all Subcontractors’ proposed Work
activities for the next two weeks. The Weekly Look-Ahead Schedule shall include the
description, duration and sequence of Work, along with the planned hours of Work. This
schedule may be a network schedule, bar chart, or other standard schedule format. The
Weekly Look-Ahead Schedule shall be submitted to the Engineer by the midpoint of the
week preceding the scheduled Work or some other mutually agreed upon submittal time.
1-08.3(3) Schedule updates
The Engineer may request a Schedule Update when any of the following events
occur:
1. The project has experienced a change that affects the critical path.
2. The sequence of Work is changed from that in the approved schedule.
3. The project is significantly delayed.
4. Upon receiving an extension of Contract time.
The Contractor shall submit five copies of a Type A or Type B Schedule Update
within 15 calendar days of receiving a written request, or when an update is required by
any other provision of the Contract. A “significant” delay in time is defined as 10-working
days or 10-percent of the original Contract time, whichever is greater.
In addition to the other requirements of this Section, Schedule Updates shall reflect
the following information:
1. The actual duration and sequence of as-constructed Work activities, including
changed Work.
2. Approved time extensions.
3. Any construction delays or other conditions that affect the progress of the
Work.
4. Any modifications to the as-planned sequence or duration of remaining
activities.
5. The Physical Completion of all remaining Work in the remaining Contract time.
Unresolved requests for time extensions shall be reflected in the Schedule Update
by assuming no time extension will be granted, and by showing the effects to follow-on
activities necessary to physically complete the project within the currently authorized
time for completion.
1-08.3(4) Measurement
No specific unit of measurement shall apply to the lump sum item for Type B
Progress Schedule.
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1-08 PROSEcuTION AND PROGRESS
1-08.3(5) Payment
Payment will be made in accordance with Section 1-04.1, for the following Bid item
when it is included in the Proposal:
“Type B Progress Schedule”, lump sum.
The lump sum price shall be full pay for all costs for furnishing the Type B Progress
Schedule and preliminary Type B Progress Schedule.
Payment of 80-percent of the lump sum price will be made upon approval of the
Progress Schedule.
Payment will be increased to 100-percent of the lump sum price upon completion of
80-percent of the original total Contract Award amount.
All costs for providing Type A Progress Schedules and Weekly Look-Ahead
Schedules are considered incidental to other items of Work in the Contract.
No payment will be made for Schedule Updates that are required due to the
Contractors operations. Schedule Updates required by events that are attributed to the
actions of the Contracting Agency will be paid for in accordance with Section 1-09.4.
1-08.4 Prosecution of Work
The Contractor shall begin Work within 21-calendar days from the date of execution
of the Contract by the Contracting Agency, unless otherwise approved in writing. The
Contractor shall diligently pursue the Work to the Physical Completion Date within
the time specified in the Contract. Voluntary shutdown or slowing of operations by the
Contractor shall not relieve the Contractor of the responsibility to complete the Work
within the time(s) specified in the Contract.
When shown in the Plans, the first order of work shall be the installation of high
visibility fencing to delineate all areas for protection or restoration, as described in
the Contract. Installation of high visibility fencing adjacent to the roadway shall occur
after the placement of all necessary signs and traffic control devices in accordance with
1-10.1(2). Upon construction of the fencing, the Contractor shall request the Engineer
to inspect the fence. No other work shall be performed on the site until the Contracting
Agency has accepted the installation of high visibility fencing, as described in the
Contract.
1-08.5 Time for completion
The Contractor shall complete all physical Contract Work within the number of
“working days” stated in the Contract Provisions or as extended by the Engineer in
accordance with Section 1-08.8. Every day will be counted as a “working day” unless it
is a nonworking day or an Engineer determined unworkable day. A nonworking day is
defined as a Saturday, a Sunday, a whole or half day on which the Contract specifically
prohibits Work on the critical path of the Contractor’s approved progress schedule, or one
of these holidays: January 1, the third Monday of January, the third Monday of February,
Memorial Day, July 4, Labor Day, November 11, Thanksgiving Day, the day after
Thanksgiving, and Christmas Day. When the holiday falls on a Saturday, the preceding
Friday shall be counted a nonworking day. The days between December 25 and January 1
will be classified as nonworking days.
An unworkable day is defined as a half or whole day the Engineer declares to
be unworkable because of weather or conditions caused by the weather that prevents
satisfactory and timely performance of the Work shown on the critical path of the
Contractor’s approved progress schedule. Other conditions beyond the control of the
Contractor may qualify for an extension of time in accordance with Section 1-08.8.
Contract time shall begin on the first working day following the 21st calendar day
after the date the Contracting Agency executes the Contract. If the Contractor starts Work
2010 Standard Specifications M 41-10 Page 1-81
PROSEcuTION AND PROGRESS 1-08
on the project at an earlier date, then Contract time shall begin on the first working day
when onsite Work begins. The Contract Provisions may specify another starting date for
Contract time, in which case, time will begin on the starting date specified.
Each working day shall be charged to the Contract as it occurs, until the Contract
Work is physically complete. If Substantial Completion has been granted and all the
authorized working days have been used, charging of working days will cease. Each
week the Engineer will provide the Contractor a statement that shows the number of
working days: (1) charged to the Contract the week before; (2) specified for the Physical
Completion of the Contract; and (3) remaining for the Physical Completion of the
Contract. The statement will also show the nonworking days and any half or whole day
the Engineer declares as unworkable. Within 10-calendar days after the date of each
statement, the Contractor shall file a written protest of any alleged discrepancies in it.
To be considered by the Engineer, the protest shall be in sufficient detail to enable the
Engineer to ascertain the basis and amount of time disputed. By not filing such detailed
protest in that period, the Contractor shall be deemed as having accepted the statement
as correct.
The Engineer will give the Contractor written notice of the Physical Completion
Date for all Work the Contract requires. That date shall constitute the Physical
Completion Date of the Contract, but shall not imply the Secretary’s acceptance of the
Work or the Contract.
The Engineer will give the Contractor written notice of the Completion Date of the
Contract after all the Contractor’s obligations under the Contract have been performed
by the Contractor. The following events must occur before the Completion Date can
be established:
1. The physical Work on the project must be complete; and
2. The Contractor must furnish all documentation required by the Contract and
required by law, to allow the Contracting Agency to process final acceptance
of the Contract. The following documents must be received by the Project
Engineer prior to establishing a Completion Date:
a. Certified Payrolls (Federal-aid Projects)
b. Material Acceptance Certification Documents
c. Annual Report of Amounts Paid as MBE/WBE Participants or Quarterly
Report of Amounts Credited as DBE Participation, as required by the
Contract Provisions.
d. Final Contract Voucher Certification
1-08.6 Suspension of Work
The Engineer may order suspension of all or any part of the Work if:
1. Unsuitable weather prevents satisfactory and timely performance of the Work;
or
2. The Contractor does not comply with the Contract; or
3. It is in the public interest.
When ordered by the Engineer to suspend or resume Work, the Contractor shall do
so immediately.
If the Work is suspended for reason (1) above, the period of Work stoppage will be
counted as unworkable days. But if the Engineer believes the Contractor should have
completed the suspended Work before the suspension, all or part of the suspension period
may be counted as working days. The Engineer will set the number of unworkable days
(or parts of days) by deciding how long the suspension delayed the entire project.
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If the Work is suspended for reason (2) above, the period of Work stoppage will be
counted as working days. The lost Work time, however, shall not relieve the Contractor
from any Contract responsibility.
If the performance of all or any part of the Work is suspended, delayed, or
interrupted for an unreasonable period of time by an act of the Contracting Agency
in the administration of the Contract, or by failure to act within the time specified in
the Contract (or if no time is specified, within a reasonable time), the Engineer will
make an adjustment for any increase in the cost or time for the performance of the
Contract (excluding profit) necessarily caused by the suspension, delay, or interruption.
However, no adjustment will be made for any suspension, delay, or interruption if (1)
the performance would have been suspended, delayed, or interrupted by any other cause,
including the fault or negligence of the Contractor, or (2) an equitable adjustment is
provided for or excluded under any other provision of the Contract.
If the Contractor believes that the performance of the Work is suspended, delayed, or
interrupted for an unreasonable period of time and such suspension, delay, or interruption
is the responsibility of the Contracting Agency, the Contractor shall immediately submit
a written notice of protest to the Engineer as provided in Section 1-04.5. No adjustment
shall be allowed for any costs incurred more than 10-calendar days before the date the
Engineer receives the Contractor’s written notice of protest. If the Contractor contends
damages have been suffered as a result of such suspension, delay, or interruption, the
protest shall not be allowed unless the protest (stating the amount of damages) is asserted
in writing as soon as practicable, but no later than the date of the Contractor’s signature
on the Final Contract Voucher Certification. The Contractor shall keep full and complete
records of the costs and additional time of such suspension, delay, or interruption and
shall permit the Engineer to have access to those records and any other records as may be
deemed necessary by the Engineer to assist in evaluating the protest.
The Engineer will determine if an equitable adjustment in cost or time is due as
provided in this section. The equitable adjustment for increase in costs, if due, shall be
subject to the limitations provided in Section 1-09.4, provided that no profit of any kind
will be allowed on any increase in cost necessarily caused by the suspension, delay,
or interruption.
Request for extensions of time will be evaluated in accordance with Section 1-08.8.
The Engineer’s determination as to whether an adjustment should be made will be
final as provided in Section 1-05.1.
No claim by the Contractor under this clause shall be allowed unless the Contractor
has followed the procedures provided in this Section and in Sections 1-04.5 and 1-09.11.
1-08.7 Maintenance During Suspension
Before and during any suspension (as described in Section 1-08.6) the Contractor
shall protect the Work from damage or deterioration. Suspension shall not relieve the
Contractor from anything the Contract requires unless this section states otherwise.
At no expense to the Contracting Agency, the Contractor shall provide through
the construction area a safe, smooth, and unobstructed Roadway for public use during
suspension (as required in Section 1-07.23 or the Special Provisions). This may include
a temporary road or detour.
If the Engineer determines that the Contractor failed to pursue the Work diligently
before the suspension, or failed to comply with the Contract or orders, then the
Contractor shall maintain the temporary Roadway in use during suspension. In this case,
the Contractor shall bear the maintenance costs. If the Contractor fails to maintain the
temporary Roadway, the Contracting Agency will do the Work and deduct all resulting
costs from payments due to the Contractor.
2010 Standard Specifications M 41-10 Page 1-83
PROSEcuTION AND PROGRESS 1-08
If the Engineer determines that the Contractor has pursued the Work diligently
before the suspension, then the Contracting Agency will maintain the temporary
Roadway (and bear its cost). This Contracting Agency-provided maintenance work will
include only routine maintenance of:
1. The Traveled Way, Auxiliary Lanes, Shoulders, and detour surface,
2. Roadway drainage along and under the traveled Roadway or detour, and
3. All barricades, signs, and lights needed for directing traffic through the
temporary Roadway or detour in the construction area.
The Contractor shall protect and maintain all other Work in areas not used by traffic.
All costs associated with protecting and maintaining such Work shall be the responsibility
of the Contractor except those costs associated with implementing the TESC Plan
according to Section 8-01.
After any suspension during which the Contracting Agency has done the routine
maintenance, the Contractor shall accept the traveled Roadway or detour as is when Work
resumes. The Contractor shall make no claim against the Contracting Agency for the
condition of the Roadway or detour.
After any suspension, the Contractor shall resume all responsibilities the Contract
assigns for the Work.
1-08.8 Extensions of Time
The Contractor shall submit any requests for time extensions to the Engineer in
writing no later than 10-working days after the delay occurs. The requests for time
extension shall be limited to the affect on the critical path of the Contractor’s approved
schedule attributable to the change or event giving rise to the request.
To be considered by the Engineer, the request shall be in sufficient detail (as
determined by the Engineer) to enable the Engineer to ascertain the basis and amount
of the time requested. The request shall include an updated schedule that supports the
request and demonstrates that the change or event: (1) had a specific impact on the critical
path, and except in cases of concurrent delay, was the sole cause of such impact, and (2)
could not have been avoided by resequencing of the Work or by using other reasonable
alternatives. If a request combined with previous extension requests, equals 20-percent
or more of the original Contract time then the Contractor’s letter of request must bear
consent of Surety. In evaluating any request, the Engineer will consider how well the
Contractor used the time from Contract execution up to the point of the delay and the
effect the delay has on any completion times included in the Special Provisions. The
Engineer will evaluate and respond within 15-calendar days of receiving the request.
The authorized time for Physical Completion will be extended for a period equal to
the time the Engineer determines the Work was delayed because of:
1. Adverse weather causing the time requested to be unworkable, provided that
the Engineer had not already declared the time to be unworkable and the
Contractor has filed a written protest according to Section 1-08.5.
2. Any action, neglect, or default of the Contracting Agency, its officers, or
employees, or of any other contractor employed by the Contracting Agency.
3. Fire or other casualty for which the Contractor is not responsible.
4. Strikes.
5. Any other conditions for which these Specifications permit time extensions
such as:
a. In Section 1-04.4 if a change increases the time to do any of the Work
including unchanged Work.
b. In Section 1-04.5 if increased time is part of a protest that is found to be a
valid protest.
Page 1-84 2010 Standard Specifications M 41-10
1-08 PROSEcuTION AND PROGRESS
c. In Section 1-04.7 if a changed condition is determined to exist that caused
a delay in completing the Contract.
d. In Section 1-05.3 if the Contracting Agency does not approve properly
prepared and acceptable drawings within 30-calendar days.
e. In Section 1-07.13 if the performance of the Work is delayed as a result of
damage by others.
f. In Section 1-07.17 if the removal or the relocation of any utility by forces
other than the Contractor caused a delay.
g. In Section 1-07.24 if a delay results from all the Right of Way necessary
for the construction not being purchased and the Special Provisions does
not make specific provisions regarding unpurchased Right of Way.
h. In Section 1-08.6 if the performance of the Work is suspended, delayed,
or interrupted for an unreasonable period of time that proves to be the
responsibility of the Contracting Agency.
i. In Section 1-09.11 if a dispute or claim also involves a delay in completing
the Contract and the dispute or claim proves to be valid.
j. In Section 1-09.6 for Work performed on a force account basis.
6. If the actual quantity of Work performed for a Bid item was more than
the original Plan quantity and increased the duration of a critical activity.
Extensions of time will be limited to only that quantity exceeding the original
Plan quantity.
7. Exceptional causes not specifically identified in items 1 through 6, provided the
request letter proves the Contractor had no control over the cause of the delay
and could have done nothing to avoid or shorten it.
Working days added to the Contract by time extensions, when time has overran,
shall only apply to days on which liquidated damages or direct engineering have been
charged, such as the following:
If Substantial Completion has been granted prior to all of the authorized working
days being used, then the number of days in the time extension will eliminate an equal
number of days on which direct engineering charges have accrued. If the Substantial
Completion Date is established after all of the authorized working days have been used,
then the number of days in the time extension will eliminate an equal number of days on
which liquidated damages or direct engineering charges have accrued.
The Engineer will not allow a time extension for any cause listed above if it resulted
from the Contractor’s default, collusion, action or inaction, or failure to comply with the
Contract.
The Contracting Agency considers the time specified in the Special Provisions as
sufficient to do all the Work. For this reason, the Contracting Agency will not grant a time
extension for:
1. Failure to obtain all materials and workers unless the failure was the result of
exceptional causes as provided above in subsection 7;
2. Changes, protests, increased quantities, or changed conditions (Section 1-04)
that do not delay the completion of the Contract or prove to be an invalid or
inappropriate time extension request;
3. Delays caused by nonapproval of drawings or plans as provided in
Section 1-05.3;
4. Rejection of faulty or inappropriate equipment as provided in Section 1-05.9;
5. Correction of thickness deficiency as provided in Section 5-05.5(1)B.
2010 Standard Specifications M 41-10 Page 1-85
PROSEcuTION AND PROGRESS 1-08
The Engineer will determine whether the time extension should be granted, the
reasons for the extension, and the duration of the extension, if any. Such determination
will be final as provided in Section 1-05.1.
1-08.9 liquidated Damages
Time is of the essence of the Contract. Delays inconvenience the traveling public,
obstruct traffic, interfere with and delay commerce, and increase risk to Highway users.
Delays also cost tax payers undue sums of money, adding time needed for administration,
engineering, inspection, and supervision.
Because the Contracting Agency finds it impractical to calculate the actual cost of
delays, it has adopted the following formula to calculate liquidated damages for failure to
complete the physical Work of a Contract on time.
Accordingly, the Contractor agrees:
1. To pay (according to the following formula) liquidated damages for each
working day beyond the number of working days established for Physical
Completion, and
2. To authorize the Engineer to deduct these liquidated damages from any money
due or coming due to the Contractor.
lIQuIDATED DAMAGES FORMulA
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(rounded to the nearest dollar)
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T = original time for Physical Completion
When the Contract Work has progressed to the extent that the Contracting Agency
has full use and benefit of the facilities, both from the operational and safety standpoint,
all the initial plantings are completed and only minor incidental Work, replacement
of temporary substitute facilities, plant establishment periods, or correction or repair
remains to physically complete the total Contract, the Engineer may determine the
Contract Work is substantially complete. The Engineer will notify the Contractor in
writing of the Substantial Completion Date. For overruns in Contract time occurring after
the date so established, the formula for liquidated damages shown above will not apply.
For overruns in Contract time occurring after the Substantial Completion Date, liquidated
damages shall be assessed on the basis of direct engineering and related costs assignable
to the project until the actual Physical Completion Date of all the Contract Work. The
Contractor shall complete the remaining Work as promptly as possible. Upon request by
the Project Engineer, the Contractor shall furnish a written schedule for completing the
physical Work on the Contract.
Liquidated damages will not be assessed for any days for which an extension of time
is granted. No deduction or payment of liquidated damages will, in any degree, release
the Contractor from further obligations and liabilities to complete the entire Contract.
1-08.10 Termination of contract
1-08.10(1) Termination for Default
The Contracting Agency may terminate the Contract upon the occurrence of any one
or more or the following events:
1. If the Contractor fails to supply sufficient skilled workers or suitable materials
or equipment;
Page 1-86 2010 Standard Specifications M 41-10
1-08 PROSEcuTION AND PROGRESS
2. If the Contractor refuses or fails to prosecute the Work with such diligence as
will ensure its Physical Completion within the original Physical Completion
time and any extensions of time which may have been granted to the Contractor
by change order or otherwise;
3. If the Contractor is adjudged bankrupt or insolvent, or makes a general
assignment for the benefit of creditors, or if the Contractor or a third party
files a petition to take advantage of any debtor’s act or to reorganize under
the bankruptcy or similar laws concerning the Contractor, or if a trustee or
receiver is appointed for the Contractor or for any of the Contractor’s property
on account of the Contractor’s insolvency, and the Contractor or its successor
in interest does not provide adequate assurance of future performance in
accordance with the Contract within 15-calendar days of receipt of a request for
assurance from the Contracting Agency;
4. If the Contractor disregards laws, ordinances, rules, codes, regulations, orders
or similar requirements of any public entity having jurisdiction;
5. If the Contractor disregards the authority of the Contracting Agency;
6. If the Contractor performs Work which deviates from the Contract, and neglects
or refuses to correct rejected Work; or
7. If the Contractor otherwise violates in any material way any provisions or
requirements of the Contract.
Once the Contracting Agency determines that sufficient cause exists to terminate the
Contract, written notice shall be given to the Contractor and its Surety indicating that the
Contractor is in breach of the Contract and that the Contractor is to remedy the breach
within 15-calendar days after the notice is sent. In case of an emergency such as potential
damage to life or property, the response time to remedy the breach after the notice may be
shortened. If the remedy does not take place to the satisfaction of the Contracting Agency,
the Engineer may, by serving written notice to the Contractor and Surety either:
1. Transfer the performance of the Work from the Contractor to the Surety; or
2. Terminate the Contract and at the Contracting Agency’s option prosecute it
to completion by contract or otherwise. Any extra costs or damages to the
Contracting Agency shall be deducted from any money due or coming due
to the Contractor under the Contract.
If the Engineer elects to pursue one remedy, it will not bar the Engineer from
pursuing other remedies on the same or subsequent breaches.
Upon receipt of a notice that the Work is being transferred to the Surety, the Surety
shall enter upon the premises and take possession of all materials, tools, and appliances
for the purpose of completing the Work included under the Contract and employ by
contract or otherwise any person or persons satisfactory to the Engineer to finish the
Work and provide the materials without termination of the Contract. Such employment
shall not relieve the Surety of its obligations under the Contract and the bond. If there is
a transfer to the Surety, payments on estimates covering Work subsequent to the transfer
shall be made to the extent permitted under law to the Surety or its agent without any
right of the Contractor to make any claim.
If the Engineer terminates the Contract or provides such sufficiency of labor or
materials as required to complete the Work, the Contractor shall not be entitled to receive
any further payments on the Contract until all the Work contemplated by the Contract
has been fully performed. The Contractor shall bear any extra expenses incurred by the
Contracting Agency in completing the Work, including all increased costs for completing
the Work, and all damages sustained, or which may be sustained, by the Contracting
2010 Standard Specifications M 41-10 Page 1-87
PROSEcuTION AND PROGRESS 1-08
Agency by reason of such refusal, neglect, failure, or discontinuance of Work by the
Contractor. If liquidated damages are provided in the Contract, the Contractor shall be
liable for such liquidated damages until such reasonable time as may be required for
Physical Completion of the Work. After all the Work contemplated by the Contract has
been completed, the Engineer will calculate the total expenses and damages for the
completed Work. If the total expenses and damages are less than any unpaid balance due
the Contractor, the excess will be paid by the Contracting Agency to the Contractor. If
the total expenses and damages exceed the unpaid balance, the Contractor and the Surety
shall be jointly and severally liable to the Contracting Agency and shall pay the difference
to the State of Washington, Department of Transportation on demand.
In exercising the Contracting Agency’s right to prosecute the Physical Completion of
the Work, the Contracting Agency shall have the right to exercise its sole discretion as to
the manner, method, and reasonableness of the costs of completing the Work. In the event
that the Contracting Agency takes Bids for remedial Work or Physical Completion of the
project, the Contractor shall not be eligible for the Award of such Contracts.
In the event the Contract is terminated, the termination shall not affect any rights
of the Contracting Agency against the Contractor. The rights and remedies of the
Contracting Agency under the Termination Clause are in addition to any other rights and
remedies provided by law or under this Contract. Any retention or payment of monies to
the Contractor by the Contracting Agency will not release the Contractor from liability.
If a notice of termination for default has been issued and it is later determined for
any reason that the Contractor was not in default, the rights and obligations of the parties
shall be the same as if the notice of termination had been issued pursuant to Termination
for Public Convenience in Section 1-08.10(2). This shall include termination for default
because of failure to prosecute the Work, and the delay was found to be excusable under
the provisions of Section 1-08.8.
1-08.10(2) Termination for Public convenience
The Engineer may terminate the Contract in whole, or from time to time in part,
whenever:
1. The Contractor is prevented from proceeding with the Work as a direct result
of an Executive Order of the President with respect to the prosecution of war
or in the interest of national defense; or an Executive Order of the President or
Governor of the State with respect to the preservation of energy resources;
2. The Contractor is prevented from proceeding with the Work by reason of a
preliminary, special, or permanent restraining order of a court of competent
jurisdiction where the issuance of such restraining order is primarily caused by
acts or omissions of persons or agencies other than the Contractor; or
3. The Engineer determines that such termination is in the best interests of the
Contracting Agency.
1-08.10(3) Termination for Public convenience Payment Request
After receipt of Termination for Public Convenience as provided in Section
1-08.10(2), the Contractor shall submit to the Contracting Agency a request for
costs associated with the termination. The request shall be prepared in accordance with
the claim procedures outlined in Sections 1-09.11 and 1-09.12. The request shall be
submitted promptly but in no event later than 90-calendar days from the effective date
of termination.
The Contractor agrees to make all records available to the extent deemed necessary
by the Engineer to verify the costs in the Contractor’s payment request.
Page 1-88 2010 Standard Specifications M 41-10
1-08 PROSEcuTION AND PROGRESS
1-08.10(4) Payment for Termination for Public convenience
Whenever the Contract is terminated in accordance with Section 1-08.10(2),
payment will be made in accordance with Section 1-09.5 for the actual Work performed.
If the Contracting Agency and the Contractor cannot agree as to the proper amount
of payment, then the matter will be resolved as outlined in Section 1-09.13 except that,
if the termination occurs because of the issuance of a restraining order as provided in
Section 1-08.10(2), the matter will be resolved through mandatory and binding arbitration
as described in Sections 1-09.13(3)A and B, regardless of the amount of the claim.
1-08.10(5) Responsibility of the contractor and Surety
Termination of a Contract shall not relieve the Contractor of any responsibilities
under the Contract for Work performed. Nor shall termination of the Contract relieve
the Surety or Sureties of obligations under the Contract Bond or retainage bond for
Work performed.
2010 Standard Specifications M 41-10 Page 1-89
MEASuREMENT AND PAyMENT 1-09
1-09 MEASuREMENT AND PAyMENT
1-09.1 Measurement of Quantities
In measuring all acceptably completed Bid items of Work, the Engineer will:
1. Use United States standard measure,
2. Make all measurements as described in this section, unless individual
Specifications require otherwise,
3. Follow methods generally recognized as conforming to good engineering
practice,
4. Conform to the usual practice of the Contracting Agency by carrying
measurements and computations to the proper significant figure or fraction of
units for each item, and
5. Measure horizontally or vertically (unless otherwise specified).
The terms listed below shall be defined as follows in all measurements under
this section:
“Lump Sum” (when used as an item of payment): complete payment for the Work
described for that item in the Contract.
“Gage” (in measurement of plates): the U.S. Standard Gage.
“Gage” (in measurement of galvanized sheets used to manufacture corrugated metal
pipe, metal plate pipe culverts and arches, and metal cribbing): that specified in AASHTO
M 36, M 167, M 196, M 197, or M 219.
“Gage” (in measurement of wire): that specified in AASHTO M 32.
“Ton”: 2,000-pounds of avoirdupois weight.
For each basis of measurement listed below, the Engineer will use the method of
measurement described. For Bid items or materials measured on the basis of:
hour - measured for each hour that Work is actually performed. Portions of an hour
will be rounded up to a half hour.
Square yard or Square Foot — the measurement shall be a calculation from the
neat dimensions shown in the Plans or as altered by the Engineer. If there is an exception
within the measured area where the item of Work is not performed (such as a drainage
vault within a measured sidewalk) and if the exception area is greater than 9-square feet,
then the area of the exception will be subtracted from the payment area calculated from
the neat dimensions.
linear Foot (pipe culverts, guard rail, underdrains, etc.) — measured parallel to the
Structure’s base or foundation, unless the Plans require otherwise.
Weight — weighed as required in Section 1-09.2.
Volume (of excavation and embankment) — measured by the average-end-area
method or by the finite element analysis method utilizing digital terrain modeling
techniques. All or some computations may be based on ground elevations and other data
derived photogrammetrically. The Engineer may correct for curvature.
Volume (in the hauling vehicle) — measured at the point of delivery. Hauling
vehicles may be of any size or type the Engineer approves provided that the body
is of such shape that the actual contents may be readily and accurately determined.
If the Engineer requires, the Contractor shall level loads at the delivery point to
facilitate measurement.
For each item listed below, the Engineer will use the method of
measurement described.
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1-09 MEASuREMENT AND PAyMENT
Structures — measured on the neat lines shown in the Plans or as altered by
the Engineer. When a complete Structure or structural unit is specified as the unit
of measurement, the unit shall include all fittings and accessories.
Timber — measured by the thousand board feet (MBM) actually used in the
Structure. Measurements will be based on nominal widths and thicknesses and the
extreme length of each piece.
Standard Manufactured Items (fence, wire, plates, rolled shapes, pipe conduit,
etc., when specified) — measured by the manufacturer’s identification of gage, unit
weight, section dimension, etc. The Engineer will accept manufacturing tolerances set by
each industry unless cited Specifications require more stringent tolerances.
cement — measured by the pound, ton, or sack. A sack shall be 94-pounds.
Asphalt — measured by the gallon or ton. If measured by gallon, measurement
will be made at 60 F (or will be corrected to the volume at 60 F in keeping with ASTM
D 1250). If shipped by rail, truck, or transport, measurement will be by net certified
scale masses or certified volumes (corrected for material lost en route or not actually
incorporated into the Work).
No measurement will be made for:
1. Work performed or materials placed outside lines shown in the Plans or set by
the Engineer;
2. Materials wasted, used, or disposed of in a manner contrary to the Contract;
3. Rejected materials (including those rejected after placement if the rejection
resulted from the Contractor’s failure to comply with the Contract);
4. Hauling and disposing of rejected materials;
5. Material remaining on hand after the Work is completed, except as provided in
Sections 1-09.5 and 1-09.10; or
6. Any other Work or material contrary to any Contract Provision.
1-09.2 Weighing Equipment
1-09.2(1) General Requirements for Weighing Equipment
Any Highway or bridge construction materials to be proportioned or measured
and paid for by weight shall be weighed on a scale. These materials include natural,
manufactured or processed materials obtained from natural deposits, stockpiles,
or bunkers.
Scales
Scales shall:
1. Be accurate to within 0.5-percent of the correct weight throughout the range of
use;
2. Not include spring balances;
3. Include beams, dials, or other reliable readout equipment;
4. Be arranged so that operators and Inspectors can safely and easily see the dials,
beams, rods, and operating scale mechanisms;
5. Be built to prevent scale parts from binding, vibrating, or being displaced and
to protect all working parts from falling material, wind, and weather; and
6. Be carefully maintained, with bunkers and platforms kept clear of accumulated
materials that could cause errors and with knife edges given extra care
and protection.
2010 Standard Specifications M 41-10 Page 1-91
MEASuREMENT AND PAyMENT 1-09
Weighers
The Contractor shall provide, set up, and maintain the scales necessary to perform
this Work. “Contractor provided scale operations” are defined as operations where a scale
is set up specifically for the project and most, if not all, material weighed on the scale is
utilized for Contract Work. In this situation, the Contracting Agency will provide a person
to operate the scale, write tickets, perform scale checks and prepare reports.
The Contractor may also utilize permanently installed, certified, commercial scales.
“Commercial scale operations” include the use of established scales used to sell materials
to the public on a regular basis. In addition, for the purposes of this Specification, all
batch, hopper, and belt scales are considered to be commercial scales. Commercial scales
shall meet the same requirements as Contractor-provided scales. When a commercial
scale is used, the Contractor may utilize a commercial scale operator provided it is at no
additional cost to the Contracting Agency. In addition, the Contractor shall ensure that:
1. the Engineer is allowed to observe the weighing operation and check the daily
scale weight record;
2. scale verification checks are performed at the direction of the Contracting
Agency (see “1-09.2(5) Measurement”);
3. several times each day, the commercial scale operator records and makes
certain the platform scale balances and returns to zero when the load is
removed; and
4. test results and scale weight records for each day’s hauling operations are
provided to the Engineer daily. Unless otherwise approved, reporting shall
utilize form 422-027, Scaleman’s Daily Report.
Trucks and Tickets
Each truck to be weighed shall bear a unique identification number. This number
shall be legible and in plain view of the scale operator. Each vehicle operator shall obtain
a weigh or load ticket from the scale operator. The Contractor shall provide tickets for
self-printing scales. All tickets shall, at a minimum, contain the following information:
1. Date of haul;
2. Contract number;
3. Contract unit Bid item;
4. Unit of measure;
5. Identification of hauling vehicle; and
6. Weight delivered
a. Net weight in the case of batch and hopper scales
b. Gross weight, tare and net weight in the case of platform scales (tare may
be omitted if a tare beam is used)
c. Approximate load out weight in the case of belt conveyor scales
The vehicle operator shall deliver the ticket in legible condition to the material
receiver at the material delivery point. The material delivery point is defined as the
location where the material is incorporated into the permanent Work.
1-09.2(2) Specific Requirements for Batching Scales
Each batching scale shall be designed to support a weighing container. The
arrangement shall make it convenient for the operator to remove material from the
weighing container while watching readout devices. Any weighing container mounted
on a platform scale shall have its center of gravity directly over the platform centerline.
Batching scales used for Portland or asphalt cement shall not be used for batching
other materials.
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1-09 MEASuREMENT AND PAyMENT
Readout devices used for batching or hopper scales shall be marked at intervals
evenly spaced throughout and shall be based on the scale’s nominal rated capacity. These
intervals shall not exceed one-tenth of 1-percent of the nominal rated capacity. Before
use at a new site and then at 6-month intervals, all batching and hopper scales shall be:
approved under rules of the Weights and Measures Section of the Washington State
Department of Agriculture, or serviced and tested with at least 10,000-pounds by an agent
of its manufacturer. In either case, the Contractor shall provide the Engineer with a copy
of the final test results.
1-09.2(3) Specific Requirements for Platform Scales
Each platform scale shall be able to weigh the entire hauling vehicle or combination
of connected vehicles at one time. No part of the vehicle or vehicle combination will be
permitted off the platform as it is weighed. A tare weight shall be taken of each hauling
vehicle at least twice daily.
Any platform scale shall be installed and maintained with the platform level and
with rigid bulkheads at either end to prevent binding or shifting. The readout device shall
be marked at intervals of no more than 40-pounds. Test records shall show results to the
nearest 20-pounds. During weighing operations, weights shall be read and recorded to the
nearest 100-pounds. Before use at a new site and then at 6-month intervals, any platform
scale shall be: approved under rules of the Washington State Department of Agriculture’s
Weights and Measures Section, or serviced and tested with at least 10,000-pounds by an
agent of its manufacturer. In either case, the Contractor shall provide the Engineer with a
copy of the final test results.
Any Contractor-supplied scale shall include a scale house with a floor space of at
least 6 by 10-feet. The scale house shall be wind and weather tight, shall have windows
for light and ventilation, shall include a door, and shall be lockable. It shall include a
table, a chair, electrical power, and a space heater. The Contractor shall provide a rest
room near the scale house.
1-09.2(4) Specific Requirements for Belt Conveyor Scales
The Engineer may approve conveyor-belt weighing of untreated materials if the
method and device meet all general requirements for weighing equipment. The recording
tape, odometer, totalizer, calibration adjustment, and clock-time imprinter shall be kept
locked and the Engineer shall retain all keys. All belt-conveyor scales shall comply
with the requirements for Belt-Conveyor Scales in the National Institute of Standards
and Technology (NIST) Handbook No. 44, except where these Specifications modify
those requirements.
A static load test shall be made: each day after the belt-conveyor has run
continuously for about 30-minutes, and again, immediately after the air temperature
changes significantly. If the static load test reveals a need for adjustment, the Contractor
shall perform a chain test. The Contractor shall make the computation of the test chain
calibration, the calibration procedures and results, and related records available for the
Engineer’s review. The test chain shall be clearly marked with its calibration, carried in
a suitable container, and kept immediately available for testing.
1-09.2(5) Measurement
Scale Verification Checks
Regardless of the type of scale used, a scale verification test shall be performed
daily. The Contractor shall designate a separate, certified, platform scale or a separate
commercial platform scale, independent of the scale used for weighing construction
materials, to be used for scale verification checks. Each batch, hopper or platform scale
will be tested by routing a loaded truck onto a separate certified platform scale or a
separate commercial platform scale and comparing the weights. If such a separate scale
2010 Standard Specifications M 41-10 Page 1-93
MEASuREMENT AND PAyMENT 1-09
is not reasonably available, the Engineer may approve a Contractor request to use an
alternate method of scale verification checks as described on Form 422-027, “Scaleman’s
Daily Report” and as appropriate for the type of scale.
To test the accuracy of a belt-conveyor scale, the Contractor shall weigh five or more
payloads from sequential hauling units and compare these weights with weights of the
same payloads taken on a separate certified platform scale. If the test results fluctuate,
the Engineer may require more than five check loads. Conveyor weights will be based
on tonnage values taken from the sealed odometer at the beginning and end of each
check period.
If scale verification checks shows the scale has been under weighing, it shall
be adjusted immediately. The Contractor shall not be compensated for any loss from
under weighing.
If scale verification checks show the scale has been overweighing, its operation will
cease immediately until adjusted. The Contracting Agency will calculate the combined
weight of all materials weighed after the last verification check showing accurate results.
This combined weight will then be reduced for payment by the percentage of scale error
that exceeds 0.5-percent.
Minor construction Items
If the Specifications and Plans require weight measurement for minor construction
items, the Contractor may request permission to convert volume to weight. If the
Engineer approves, an agreed factor may be used to make this conversion and volume
may be used to calculate the corresponding weight for payment.
1-09.2(6) Payment
The Contracting Agency will pay for no materials received by weight unless they
have been weighed as required in this section or as required by another method the
Engineer has approved in writing.
Unit Contract prices for the various pay items of the project cover all costs related
to weighing and proportioning materials for payment. These costs include but are not
limited to:
1. Furnishing, installing, certifying, and maintaining scales;
2. Furnishing a scale house;
3. Providing a weigher with a commercial scale, if necessary;
4. Providing self-printing tickets, if necessary;
5. Rerouting a truck for verification weighing;
6. Assisting the Engineer with scale verification checks; and
7. Any other related costs associated with meeting the requirements of this
section.
1-09.3 Scope of Payment
The payment provided for in the Contract shall be full payment to the Contractor for:
1. Furnishing all materials and performing all Work under the Contract (including
changes in the Work, materials, or Plans) in a complete and acceptable manner;
2. All risk, loss, damage, or expense of whatever character arising out of the
nature or prosecution of the Work; and
3. All expense incurred resulting from a suspension or discontinuance of the Work
as specified under the Contract.
The payment of any estimate or retained percentage shall not relieve the Contractor
of the obligation to make good any defective Work or materials.
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Unless the Plans and Special Provisions provide otherwise, the unit Contract
prices for the various Bids items shall be full payment for all labor, materials, supplies,
equipment, tools, and all other things required to completely incorporate the item into the
Work as though the item were to read “In Place.”
If the “Payment” clause in the Specifications, for an item included in the Proposal,
covers and considers all Work and material essential to that item, then the Work or
materials will not be measured or paid for under any other item that may appear
elsewhere in the Proposal or Specifications.
Certain payment items appearing in these Specifications may be modified in the
Plans and Proposal to include:
1. The words “For Structure,” “For Concrete Barrier,” “For Bridge,” etc. with the
intent of clarifying specific use of the item; or
2. The words “Site (Site Designation),” with the intent of clarifying where a
specific item of Work is to be performed.
Modification of payment items in this manner shall in no way change the intent of
the Specifications relating to these items.
1-09.4 Equitable Adjustment
The equitable adjustment provided for elsewhere in the Contract shall be determined
in one or more of the following ways:
1. If the parties are able to agree, the price will be determined by using:
a. Unit prices, or
b. Other agreed upon prices;
2. If the parties cannot agree, the price will be determined by the Engineer using:
a. Unit prices, or
b. Other means to establish costs.
The following limitations shall apply in determining the amount of the equitable
adjustment:
1. The equipment rates shall be actual cost but shall not exceed the rates set forth
in the AGC/WSDOT Equipment Rental Agreement in effect at the time the
Work is performed as referred to in Section 1-09.6, and
2. To the extent any delay or failure of performance was concurrently caused by
the Contracting Agency and the Contractor, the Contractor shall be entitled
to a time extension for the portion of the delay or failure of performance
concurrently caused, provided it make such a request pursuant to Section
1-08.8; however, the Contractor shall not be entitled to any adjustment in
Contract price.
3. No claim for anticipated profits on deleted, terminated, or uncompleted Work
will be allowed.
4. No claim for consequential damages of any kind will be allowed.
1-09.5 Deleted or Terminated Work
The Engineer may delete Work by change order as provided in Section 1-04.4 or
may terminate the Contract in whole or part as provided in Section 1-08.10(2). When the
Contract is terminated in part, the partial termination shall be treated as a deletion change
order for payment purposes under this section.
Payment for completed items will be at unit Contract prices.
When any item is deleted in whole or in part by change order or when the Contract
is terminated in whole or in part, payment for deleted or terminated Work will be made
as follows:
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MEASuREMENT AND PAyMENT 1-09
1. Payment will be made for the actual number of units of Work completed at
the unit Contract prices unless the Engineer determines the unit prices are
inappropriate for the Work actually performed. When that determination is
made by the Engineer, payment for Work performed will be as mutually agreed.
If the parties cannot agree the Engineer will determine the amount of the
equitable adjustment in accordance with Section 1-09.4;
2. Payment for partially completed lump sum items will be as mutually agreed.
If the parties cannot agree, the Engineer will determine the amount of the
equitable adjustment in accordance with Section 1-09.4;
3. To the extent not paid for by the Contract prices for the completed units of
Work, the Contracting Agency will pay as part of the equitable adjustment
those direct costs necessarily and actually incurred by the Contractor in
anticipation of performing the Work that has been deleted or terminated;
4. The total payment for any one item in the case of a deletion or partial
termination shall not exceed the Bid price as modified by approved change
orders less the estimated cost (including overhead and profit) to complete the
Work and less any amount paid to the Contractor for the item;
5. The total payment where the Contract is terminated in its entirety shall
not exceed the total Contract price as modified by approved change orders
less those amounts paid to the Contractor before the effective date of the
termination; and
6. No claim for damages of any kind or for loss of anticipated profits on deleted or
terminated Work will be allowed because of the termination or change order.
Contract time shall be adjusted as the parties agree. If the parties cannot agree, the
Engineer will determine the equitable adjustment for Contract time.
Acceptable materials ordered by the Contractor prior to the date the Work was
terminated as provided in Section 1-08.10(2) or deleted as provided in Section 1-04.4 by
the Engineer, will either be purchased from the Contractor by the Contracting Agency
at the actual cost and shall become the property of the Contracting Agency, or the
Contracting Agency will reimburse the Contractor for the actual costs connected with
returning these materials to the suppliers.
1-09.6 Force Account
The terms of the Contract or of a change order may call for Work or material to be
paid for by force account. If so, then the objective of this Specification is to reimburse
the Contractor for all costs associated with the Work, including costs of labor, small
tools, supplies, equipment, specialized services, materials, applicable taxes and overhead
and to include a profit commensurate with those costs. The amount to be paid shall be
determined as described in this section.
1. For labor: Labor reimbursement calculations shall be based on a “Project
Labor List” (List,) prepared and submitted by the Contractor and by any
Subcontractor before that firm commences force account Work. Once a List
is approved by the Engineer, it shall be used to calculate force account labor
payment until a new List is submitted and approved. The Engineer may
compare the List to payrolls and other documents and may, at any time, require
the Contractor to submit a new List. The Contractor may submit a new List at
any time without such a requirement. Prior payment calculations shall not be
adjusted as a result of a new List.
To be approved, the List must be accurate and meet the requirements of this
section. It shall include regular time and overtime rates for all employees (or
work classifications) expected to participate in force account Work. The rates
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shall include the basic wage and fringe benefits, the current rates for Federal
Insurance Compensation Act (FICA), Federal Unemployment Tax Act (FUTA)
and State Unemployment Tax Act (SUTA), the company’s present rates for
Medical Aid and Industrial Insurance premiums and the planned payments for
travel and per diem compensation.
In the event that an acceptable initial List or requested revised List is not
received by the time that force account calculations are begun, the Engineer
will develop a List unilaterally, utilizing the best data available, that will
be used until a Contractor’s List is received and approved. Again, prior
calculations, prepared using the Engineer’s List, will not be revised as a result
of differences with the Contractor’s List.
In addition to compensation for direct labor costs defined above, the
Contracting Agency will pay Contractor 29-percent of the sum of the costs
calculated for labor reimbursement to cover project overhead, general company
overhead, profit, bonding, insurance required by Section 1-07.10 and 1-07.18,
Business & Occupation tax, and any other costs incurred. This amount will
include any costs of safety training and health tests, but will not include such
costs for unique force account Work that is different from typical Work and
which could not have been anticipated at time of Bid.
2. For Materials: The Contracting Agency will reimburse invoice cost for
Contractor-supplied materials. For the purpose of this provision, “Materials”
shall include those items incorporated into the Work, supplies used during the
Work and items consumed. This cost shall include freight and handling charges
and applicable taxes. Before Work is started, the Engineer may require the
Contractor to obtain multiple quotations for the materials to be utilized and
select the vendor with prices and terms most advantageous to the Contracting
Agency.
The Contracting Agency will provide a list of the types and quantities of
Contractor-supplied materials witnessed by the Contracting Agency as being
utilized in force account Work. The list will be furnished promptly after
the material is incorporated, on a daily basis unless agreed otherwise. The
Contractor may propose corrections to the list and will supply prices for the
materials and other costs and return the list to the Contracting Agency. To
support the prices, the Contractor shall attach valid copies of vendor invoices.
If invoices are not available for materials from the Contractor’s stocks, the
Contractor shall certify actual costs (at a reasonable level) by affidavit. The
Engineer will review the prices and any Contractor-proposed corrections and,
if reasonable, approve the completed list. Once approved, the prices will be
utilized in the calculation of force account reimbursement for materials.
If, in the case of non-invoiced materials supported by Contractor affidavit, the
price appears to be unreasonable, the Engineer will determine the cost for all or
part of those materials, utilizing the best data available.
The Contracting Agency reserves the right to provide materials. In this case,
the Contractor will receive no payment for any costs, overhead, or profit arising
from the value of the materials themselves. Additional costs to handle and
place the Agency-furnished material shall be compensated as described in this
Specification.
In addition to compensation for direct materials cost, the Contracting Agency
will pay the Contractor 21-percent of the sum of the costs calculated for
materials reimbursement to cover project overhead, general company overhead,
profit, bonding, insurance, required by Section 1-07.10 and 1-07.18, Business
& Occupation tax, and any other costs incurred.
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MEASuREMENT AND PAyMENT 1-09
3. For Equipment: The Contracting Agency will reimburse the Contractor for
the cost of equipment utilized in the Work. The equipment provided by the
Contractor shall be of modern design and in good working condition. For the
purpose of this provision, “provided” shall mean that the equipment is owned
(either through outright ownership or through a long-term lease) and operated
by the Contractor or Subcontractor or that the equipment is rented and operated
by the Contractor or Subcontractor. Equipment that is rented with operator shall
not be included here, but shall be considered a service and addressed according
to subsection 4 of this provision.
The amount of payment for any Contractor-owned equipment that is utilized
shall be determined according to the version of the AGC/WSDOT Equipment
Rental Agreement which is in effect at the time the force account is authorized.
The rates listed in the Rental Rate Blue Book (as modified by the current AGC/
WSDOT Equipment Rental Agreement) shall be full compensation for all fuel,
oil, lubrication, ordinary repairs, maintenance, and all other costs incidental to
furnishing and operating the equipment except labor for operation.
Payment for rented equipment will be made on the basis of a valid invoice,
covering the time period of the Work. Before Work is started, the Engineer may
require the Contractor to obtain multiple quotations for the rental of equipment
to be utilized and select the vendor with prices and terms most advantageous
to the Contracting Agency. In the event that prior quotations are not obtained
and the vendor is not a firm independent from the Contractor or Subcontractor,
then after-the-fact quotations may be obtained by the Engineer from the open
market in the vicinity and the lowest such quotation may be used in place of
submitted invoice.
In addition to the payments for Contractor-owned and rented equipment,
one or more lump-sum payments may be made for small tools. The amount
to be paid shall be determined as outlined in the AGC/WSDOT Equipment
Rental Agreement.
The Contracting Agency will add 21-percent to equipment costs to cover
project overhead, general company overhead, profit, bonding, insurance,
required by Section 1-07.10 and 1-07.18, Business & Occupation tax, and any
other costs incurred. This markup will be over and above those equipment costs
and will not be adjusted for any equipment overhead amounts included in the
Blue Book rates.
Copies of the AGC/WSDOT Equipment Rental Agreement will be maintained
on the Contracting Agency’s web site at www.wsdot.wa.gov.
4. For Services: Compensation under force account for specialized services shall
be made on the basis of an invoice from the providing entity. A “specialized
service” shall be one that is typically billed through invoice in standard industry
practice. Before Work is started, the Engineer may require the Contractor to
obtain multiple quotations for the service to be utilized and select the provider
with prices and terms most advantageous to the Contracting Agency. In the
event that prior quotations are not obtained and the service invoice is submitted
by a Subcontractor, then after-the-fact quotations may be obtained by the
Engineer from the open market in the vicinity and the lowest such quotation
may be used in place of the submitted invoice.
Except as noted below, the Contracting Agency will pay the Contractor
an additional 21-percent of the sum of the costs included on invoices for
specialized services to cover project overhead, general company overhead,
profit, bonding, insurance, required by Section 1-07.10 and 1-07.18, Business
& Occupation tax, and any other costs incurred.
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When a supplier of services is compensated through invoice, but acts in the
manner of a Subcontractor, as described in subsection 6 of this provision, then
markup for that invoice shall be according to subsection 6, “Contractor Markup
on Subcontractors’ Work”.
5. For Mobilization: Force account mobilization is defined as the preparatory
Work performed by the Contractor including procurement, loading and
transportation of tools and equipment, and personal travel time (when such
travel time is a contractual obligation of the Contractor or a customary payment
for the Contractor to all employees). Mobilization also includes the costs
incurred during demobilization. Pro-rata adjustments may be made when
the mobilization applies to both force account and other Contract Work. The
Contracting Agency will pay for mobilization for off-site preparatory Work
for force account items provided that notice has been provided sufficiently in
advance to allow the Engineer to witness the activity, if desired.
Any costs experienced during mobilization activities for labor, equipment,
materials or services shall be listed in those sections of the force account
summary and paid accordingly.
6. For contractor Markup on Subcontractor’s Work: When Work is
performed on a force account basis by one or more approved Subcontractors,
by lower-tier subcontractors or suppliers, or through invoice by firm(s) acting
in the manner of a Subcontractor, the Contractor will be allowed an additional
markup, from the table below, applied to the costs computed for Work done by
each Subcontractor through subsections 1, 2, 3, and 4, to compensate for all
administrative costs, including project overhead, general company overhead,
profit, bonding, insurance required by Section 1-07.10 and 1-07.18, Business
& Occupation tax, and any other costs incurred.
A firm may be considered to be acting as a Subcontractor when the Engineer
observes one or more of the following characteristics:
a. The person in charge of the firm’s activities takes an active role
in managing the overall project, including extensive coordination,
interpretation of Plans, interaction with the Contracting Agency or
management of a complex and interrelated operation.
b. Rented equipment is provided fueled, operated and maintained by the
firm. Operators of rented equipment are supervised directly by the firm’s
representative. There is little interaction between the Contractor and the
employees of the firm.
c. The firm appears to be holding the risk of performance and quality of
the Work.
d. The firm appears to be responsible for liability arising from the Work.
Markups on Work Performed by Subcontractor(s):
(1) On amounts paid for Work performed by each
Subcontractor on each force account and calculated
through subsections 1-4, up to $25,000 12 percent
(2) On amounts greater than $25,000 up to $100,000 10 percent
(3) On amounts greater than $100,000 7 percent
The amounts and markup rates shall be calculated separately for each
Subcontractor on each force account item established.
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MEASuREMENT AND PAyMENT 1-09
The payments provided above shall be full payment for all Work done on a force
account basis. The calculated payment shall cover all expenses of every nature, kind,
and description, including those listed above and any others incurred on the Work being
paid through force account. Nothing in this provision shall preclude the Contractor from
seeking an extension of time or time-related damages to unchanged Work arising as a
result of the force account Work. The amount and costs of any Work to be paid by force
account shall be computed by the Engineer, and the result shall be final as provided in
Section 1-05.1.
An item that has been Bid at a unit price or lump sum in the Proposal will not be
paid as force account unless a change as defined in Section 1-04.4 has occurred and the
provisions require a payment adjustment. Items which are included in the Proposal as
Force Account or which are added by change order as Force Account may, by agreement
of the parties at any time, be converted to agreed unit prices or lump sums applicable to
the remaining Work.
1-09.7 Mobilization
Mobilization consists of preconstruction expenses and the costs of preparatory Work
and operations performed by the Contractor which occur before 10-percent of the total
original Contract amount is earned from other Contract items. Items which are not to be
included in the item of Mobilization include but are not limited to:
1. Any portion of the Work covered by the specific Contract item or incidental
Work which is to be included in a Contract item or items.
2. Profit, interest on borrowed money, overhead, or management costs.
3. Any costs of mobilizing equipment for force account Work.
Based on the lump sum Contract price for “Mobilization,” partial payments will be
made as follows:
1. When 5-percent of the total original Contract amount is earned from other
Contract items, excluding amounts paid for materials on hand, 50-percent of the
amount Bid for mobilization, or 5-percent of the total original Contract amount,
whichever is the least, will be paid.
2. When 10-percent of the total original Contract amount is earned from other
Contract items, excluding amounts paid for materials on hand, 100-percent of
the amount Bid for mobilization, or 10-percent of the total original Contract
amount, whichever is the least, will be paid.
3. When the Substantial Completion Date has been established for the project,
payment of any amount Bid for mobilization in excess of 10-percent of the total
original Contract amount will be paid.
Nothing herein shall be construed to limit or preclude partial payments otherwise
provided by the Contract.
1-09.8 Payment for Material on hand
The Contracting Agency may reimburse the Contractor for materials purchased
before their use in the Work if they:
1. Meet the requirements of the Plans and Specifications;
2. Are delivered to or stockpiled near the project or other Engineer-approved
storage sites; and
3. Consist of: sand, gravel, surfacing materials, aggregates, reinforcing steel,
bronze plates, structural steel, machinery, piling, timber and lumber (not
including forms or falsework), large signs unique to the project, prestressed
concrete beams or girders, or other materials the Engineer may approve.
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The Contracting Agency may reimburse the Contractor for traffic signal controllers
as follows:
1. Fifty percent when the traffic signal controller and all components are received
and assembled into a complete unit at the State Materials Laboratory.
2. One hundred percent when the traffic signal controller is approved for shipment
to the project by the State Materials Laboratory.
The Contractor shall provide sufficient written evidence of production costs to
enable the Engineer to compute the cost of Contractor-produced materials (such as
sand, gravel, surfacing material, or aggregates). For other materials, the Contractor shall
provide invoices from material suppliers. Each invoice shall be detailed sufficiently to
enable the Engineer to determine the actual costs. Payment for materials on hand shall
not exceed the total Contract cost for the Contract item.
If payment is based upon an unpaid invoice, the Contractor shall provide the
Engineer with a paid invoice within 60-calendar days after the Contracting Agency’s
initial payment for materials on hand. If the paid invoice is not furnished in this time,
any payment the Contracting Agency had made will be deducted from the next progress
estimate and withheld until the paid invoice is supplied.
The Contracting Agency will not pay for material on hand when the invoice cost is
less than $2,000. As materials are used in the Work, credits equaling the partial payments
for them will be taken on future estimates. Partial payment for materials on hand shall not
constitute acceptance. Any material will be rejected if found to be faulty even if partial
payment for it has been made.
1-09.9 Payments
The basis of payment will be the actual quantities of Work performed according to
the Contract and as specified for payment. For items Bid as lump sum, the Contractor
shall submit a breakdown of their lump sum price in sufficient detail for the Project
Engineer to determine the value of the Work performed on a monthly basis. Lump
sum breakdowns shall be provided to the Project Engineer no later than the date of the
preconstruction meeting.
Payments will be made for Work and labor performed and materials furnished under
the Contract according to the price in the Proposal unless otherwise provided.
Partial payments will be made once each month, based upon partial estimates
prepared by the Engineer. Unless otherwise provided in the payment clause of the
applicable Specifications, partial payment for lump sum Bid items will be a percentage
of the price in the Proposal based on the Project Engineer’s determination of the amount
of Work performed, with consideration given to but not exclusively based on the
Contractor’s lump sum breakdown. The determination of payments under the Contract
will be final in accordance with Section 1-05.1. Unless otherwise provided, payments will
be made from the Motor Vehicle Fund.
Failure to perform any of the obligations under the Contract by the Contractor
may be decreed by the Contracting Agency to be adequate reason for withholding any
payments until compliance is achieved.
Upon completion of all Work and after final inspection (Section 1-05.11), the
amount due the Contractor under the Contract will be paid based upon the final estimate
made by the Engineer and presentation of a Final Contract Voucher Certification signed
by the Contractor. Such voucher shall be deemed a release of all claims of the Contractor
unless a claim is filed in accordance with the requirements of Section 1-09.11 and is
expressly excepted from the Contractor’s certification on the Final Contract Voucher
Certification. The date the Secretary signs the Final Contract Voucher Certification
constitutes the final acceptance date (Section 1-05.12).
2010 Standard Specifications M 41-10 Page 1-101
MEASuREMENT AND PAyMENT 1-09
If the Contractor fails, refuses, or is unable to sign and return the Final Contract
Voucher Certification or any other documentation required for completion and final
acceptance of the Contract, the Contracting Agency reserves the right to establish
a Completion Date (for the purpose of meeting the requirements of RCW 60.28) and
unilaterally accept the Contract. Unilateral final acceptance will occur only after the
Contractor has been provided the opportunity, by written request from the Engineer,
to voluntarily submit such documents. If voluntary compliance is not achieved, formal
notification of the impending establishment of a Completion Date and unilateral final
acceptance will be provided by certified letter from the Secretary to the Contractor,
which will provide 30-calendar days for the Contractor to submit the necessary
documents. The 30-calendar day period will begin on the date the certified letter is
received by the Contractor. The date the Secretary unilaterally signs the Final Contract
Voucher Certification shall constitute the Completion Date and the final acceptance date
(Section 1-05.12). The reservation by the Contracting Agency to unilaterally accept
the Contract will apply to Contracts that are Physically Completed in accordance with
Section 1-08.5, or for Contracts that are terminated in accordance with Section 1-08.10.
Unilateral final acceptance of the Contract by the Contracting Agency does not in any
way relieve the Contractor of their responsibility to comply with all Federal, State, tribal,
or local laws, ordinances, and regulations that affect the Work under the Contract.
Payment to the Contractor of partial estimates, final estimates, and retained
percentages shall be subject to controlling laws.
1-09.9(1) Retainage
Pursuant to RCW 60.28, a sum of 5-percent of the monies earned by the Contractor
will be retained from progress estimates. Such retainage shall be used as a trust fund for
the protection and payment (1) to the State with respect to taxes imposed pursuant to Title
82, RCW, and (2) the claims of any person arising under the Contract.
Monies retained under the provisions of RCW 60.28 shall, at the option of the
Contractor, be:
1. Retained in a fund by the Contracting Agency, or
2. Deposited by the Contracting Agency in an escrow (interest-bearing) account in
a bank, mutual saving bank, or savings and loan association (interest on monies
so retained shall be paid to the Contractor). Deposits are to be in the name of
the Contracting Agency and are not to be allowed to be withdrawn without the
Contracting Agency’s written authorization. The Contracting Agency will issue
a check representing the sum of the monies reserved, payable to the bank or
trust company. Such check shall be converted into bonds and securities chosen
by the Contractor as the interest accrues.
At the time the Contract is executed the Contractor shall designate the option
desired. The Contractor in choosing option (2) agrees to assume full responsibility to pay
all costs that may accrue from escrow services, brokerage charges or both, and further
agrees to assume all risks in connection with the investment of the retained percentages
in securities. The Contracting Agency may also, at its option, accept a bond in lieu
of retainage.
Release of the retainage will be made 60-days following the Completion Date
(pursuant to RCW 39.12, and RCW 60.28) provided the following conditions are met:
1. On Contracts totaling more than $35,000, a release has been obtained from the
Washington State Department of Revenue.
2. Affidavits of Wages Paid for the Contractor and all Subcontractors are on file
with the Contracting Agency (RCW 39.12.040).
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3. A certificate of Payment of Contributions Penalties and Interest on
Public Works Contract is received from the Washington State Employment
Security Department.
4. Washington State Department of Labor and Industries (per Section 1-07.10)
shows the Contractor is current with payments of industrial insurance and
medical aid premiums.
5. All claims, as provided by law, filed against the retainage have been resolved.
In the event claims are filed and provided the conditions of 1, 2, 3 and 4 are
met, the Contractor will be paid such retained percentage less an amount
sufficient to pay any such claims together with a sum determined by the
Contracting Agency sufficient to pay the cost of foreclosing on claims and to
cover attorney’s fees.
1-09.10 Payment for Surplus Processed Materials
After the Contract is completed, the Contractor will be reimbursed actual production
costs for surplus processed material produced by the Contractor from Contracting
Agency-provided sources if its value is $3,000 or more (determined by actual
production costs).
The quantity of surplus material eligible for reimbursement of production costs shall
be the quantity produced (but an amount not greater than 110-percent of Plan quantity or
as specified by the Engineer), less the actual quantity used. The Contracting Agency will
determine the actual amount of surplus material for reimbursement.
The Contractor shall not dispose of any surplus material without permission of the
Engineer. Surplus material shall remain the property of the Contracting Agency without
reimbursement to the Contractor if it is not eligible for reimbursement.
1-09.11 Disputes and claims
When protests occur during a Contract, the Contractor shall pursue resolution
through the Project Engineer. The Contractor shall follow the procedures outlined in
Section 1-04.5.
If the negotiations using the procedures outlined in Section 1-04.5 fail to provide
satisfactory resolution of protests, then the Contractor shall provide the Project Engineer
with written notification that the Contractor will continue to pursue the dispute in
accordance with the provisions of Section 1-09.11. The written notification shall be
provided within 7-calendar days after receipt of the Engineer’s written determination that
the Contractor’s protest is invalid pursuant to Section 1-04.5. The Contractor’s written
notice of dispute shall indicate whether the Contractor prefers to resolve the dispute
through the use of a Disputes Review Board as outlined in Section 1-09.11(1), or to
submit a formal claim directly to the Contracting Agency pursuant to Section 1-09.11(2).
If a Disputes Review Board is requested by the Contractor, the Contracting
Agency will notify the Contractor in writing whether the use of a Disputes Review
Board is agreed upon within 7-calendar days after receiving the Contractors written
notice of dispute. If both parties to the dispute agree, then the dispute will be referred
to a Disputes Review Board according to Section 1-09.11(1). If the parties do not
mutually agree to establish a Disputes Review Board then none shall be used, and the
Contractors shall submit a formal claim directly to the Contracting Agency as outlined in
Section 1-09.11(2), Claims.
In spite of any protest or dispute, the Contractor shall proceed promptly with the
Work as the Engineer orders.
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1-09.11(1) Disputes Review Board
In order to assist in the resolution of disputes arising out of the Work of this project,
the Contract provides for the establishment of a Disputes Review Board, hereinafter
called the “Board.” The Board is created when negotiations using the procedures outlined
in Section 1-04.5 fail to provide a satisfactory resolution and the Contracting Agency and
Contractor mutually agree to use a Board as part of the disputes resolution process prior
to the Contractor filing a formal claim pursuant to Section 1-09.11(2).
The Board will consider disputes referred to it and furnish recommendations to the
Contracting Agency and Contractor to assist in the resolution of the differences between
them. The purpose of the Board response to such issues is to provide nonbinding findings
and recommendations designed to expose the disputing parties to an independent view of
the dispute.
The Board members will be especially knowledgeable in the type of construction
involved in the Project and shall discharge their responsibilities impartially and
independently considering the facts and conditions related to the matters under
consideration and the provisions of the Contract
1-09.11(1)A Disputes Review Board Membership
The Board shall consist of 1 member selected by the Contracting Agency and 1
member selected by the Contractor, with these 2 members to select the third member.
The first 2 members shall be mutually acceptable to both the Contracting Agency and the
Contractor. If 1 or both of the 2 members selected are not acceptable to the Contracting
Agency or Contractor, another selection shall be made.
The Contracting Agency and Contractor shall each select their respective Board
member and negotiate an agreement, separate and apart from this Contract, with their
respective Board member within 14-calendar days after the parties have agreed to
establish a Board, as outlined in Section 1-09.11(1).
The agreements with these 2 Board members shall contain language imposing
the “Scope of Work” and “Suggested Administrative Procedures” for Disputes Review
Boards available at www.wsdot.wa.gov/Consulting/. These negotiated agreements
shall also include clauses that require the respective selected members to immediately
pursue selection of a third member. The goal is to obtain a third Board member who will
complement the first 2 by furnishing a needed expertise, which will facilitate the Board’s
operations.
In case a member of the Board needs to be replaced, the replacement member will be
appointed in the same manner as the replaced member was appointed. The appointment
of a replacement Board member will begin promptly upon determination of the need for
replacement and shall be completed within 30-calendar days.
Service of a Board member may be terminated at any time with not less than
30-calendar days notice as follows:
1. The Contracting Agency may terminate service of the Contracting Agency
appointed member.
2. The Contractor may terminate service of the Contractor appointed member.
3. The third member’s services may be terminated by agreement of the other
2 members.
4. By resignation of the member.
Termination of a member will be followed by appointment of a substitute as
specified above.
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1-09 MEASuREMENT AND PAyMENT
No member shall have a financial interest in the Contract, except for payments for
services on the Board. The Contracting Agency-selected member and the Contractor-
selected member shall not have been employed by the party who selected them within a
period of 1-year; except that, service as a member of other Disputes Review Boards on
other contracts will not preclude a member from serving on the Board for this Contract.
Compensation for the Board members, and the expenses of operation of the Board,
shall be shared by the Contracting Agency and Contractor in accordance with the
following:
1. The Contracting Agency will compensate directly the wages and travel expense
for its selected member.
2. The Contractor shall compensate directly the wages and travel expense for its
selected member.
3. The Contracting Agency and Contractor shall share equally in the third
member’s wages and travel expense, and all of the operating expenses of
the Board. These equally shared expenses shall be billed to and paid by the
Contracting Agency. The Contractor’s share will be deducted from monies due
or coming due the Contractor.
4. The Contracting Agency, through the Engineer, will provide administrative
services, such as conference facilities and secretarial services, to the Board and
the Contracting Agency will bear the costs for this service.
1-09.11(1)B Disputes Review Board Procedures
The Board, the Contracting Agency, and the Contractor shall develop by agreement
the Board’s rules of operation and procedures to be followed for the Project. In
developing the Agreement, the parties shall take into consideration their respective duties
and responsibilities set forth in the “Scope of Work” section of their agreements.
The parties may also consider the “Suggested Administrative Procedures” for the
Board’s operation included in their agreements. These Procedures express, in general
terms, the policy for the creation and operation of the Board.
No dispute shall be referred to the Board unless the Contractor has complied with
the requirements of Section 1-04.5 and Section 1-09.11 and the parties have mutually
agreed to refer the dispute to the Board in an attempt to resolve the dispute prior to the
Contractor filing a claim according to Section 1-09.11(2). If the dispute is referred to the
Board, then the Board will consider the matter in dispute and provide recommendations
concerning:
1. The interpretation of the Contract
2. Entitlement to additional compensation or time for performance
3. The amount of additional compensation or time for performance following a
recommendation of entitlement by the Board provided that; (1) the parties were
not able to reach a resolution as to the amount of the equitable adjustment or
time; (2) the Engineer has made a unilateral determination of the amount of
compensation for time; and (3) the Contractor has protested the Engineer’s
unilateral determination.
4. Other subjects mutually agreed by the Contracting Agency and Contractor to be
a Board issue.
Once the Board is established, the dispute resolution process shall be as follows:
1. Board hearing dates will be scheduled by agreement of the parties.
2. The Contractor and the Contracting Agency shall each be afforded an
opportunity to be heard by the Board and to offer evidence. Either party
furnishing any written evidence or documentation to the Board must furnish
2010 Standard Specifications M 41-10 Page 1-105
MEASuREMENT AND PAyMENT 1-09
copies of such information to the other party a minimum of 15-calendar days
prior to the date the Board sets to convene the hearing for the dispute. Either
party shall produce such additional evidence as the Board may deem necessary
to an understanding and determination of the dispute and furnish copies to the
other party.
3. After the hearing is concluded, the Board shall meet in private and
reach a conclusion supported by 2 or more members. Its findings and
recommendations, together with its reasons shall then be submitted as a written
report to both parties. The recommendations shall be based on the pertinent
Contract Provisions and facts and circumstances involved in the dispute. The
Contract shall be interpreted and construed in accordance with the laws of the
State of Washington. The Board shall make every effort to reach a unanimous
decision. If this proves impossible, the dissenting member may prepare a
minority report.
4. Within 30-calendar days of receiving the Board recommendations, both the
Contracting Agency and the Contractor shall respond to the other in writing
signifying that the dispute is either resolved or remains unresolved. Although
both parties should place weight upon the Board recommendations, the
recommendations are not binding.
In the event the Board’s recommendations do not lead to resolution of the dispute,
all Board records and written recommendations, including any minority reports, will be
admissible as evidence in any subsequent litigation.
If the Board’s assistance does not resolve the dispute, the Contractor must file a
claim according to Section 1-09.11(2) before seeking any form of judicial relief.
1-09.11(2) claims
If the Contractor claims that additional payment is due and the Contractor has
pursued and exhausted all the means provided in Sections 1-04.5 and Section
1-09.11(1) to resolve a dispute, including the use of a Disputes Review Board if one was
established, the Contractor may file a claim as provided in this section. The Contractor
agrees to waive any claim for additional payment if the written notifications provided in
Section 1-04.5 are not given, or if the Engineer is not afforded reasonable access by the
Contractor to complete records of actual cost and additional time incurred as required
by Section 1-04.5, or if a claim is not filed as provided in this section. The fact that
the Contractor has provided a proper notification, provided a properly filed claim, or
provided the Engineer access to records of actual cost, shall not in any way be construed
as proving or substantiating the validity of the claim. If the claim, after consideration
by the Engineer, is found to have merit, the Engineer will make an equitable adjustment
either in the amount of costs to be paid or in the time required for the Work, or both.
If the Engineer finds the claim to be without merit, no adjustment will be made.
All claims filed by the Contractor shall be in writing and in sufficient detail to enable
the Engineer to ascertain the basis and amount of the claim. All claims shall be submitted
to the Project Engineer as provided in Section 1-05.15. As a minimum, the following
information must accompany each claim submitted:
1. A detailed factual statement of the claim for additional compensation and time,
if any, providing all necessary dates, locations, and items of Work affected by
the claim.
2. The date on which facts arose which gave rise to the claim.
3. The name of each Contracting Agency individual, official, or employee
involved in or knowledgeable about the claim.
4. The specific provisions of the Contract which support the claim and a statement
of the reasons why such provisions support the claim.
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1-09 MEASuREMENT AND PAyMENT
5. If the claim relates to a decision of the Engineer which the Contract leaves
to the Engineer’s discretion or as to which the Contract provides that the
Engineer’s decision is final, the Contractor shall set out in detail all facts
supporting its position relating to the decision of the Engineer.
6. The identification of any documents and the substance of any oral
communications that support the claim.
7. Copies of any identified documents, other than Contracting Agency documents
and documents previously furnished to the Contracting Agency by the
Contractor, that support the claim (manuals which are standard to the industry,
used by the Contractor, may be included by reference).
8. If an extension of time is sought:
a. The specific days and dates for which it is sought,
b. The specific reasons the Contractor believes a time extension should
be granted,
c. The specific provisions of Section 1-08.8 under which it is sought, and
d. The Contractor’s analysis of its progress schedule to demonstrate the
reason for a time extension.
9. If additional compensation is sought, the exact amount sought and a breakdown
of that amount into the following categories:
a. Labor;
b. Materials;
c. Direct equipment. The actual cost for each piece of equipment for which
a claim is made or in the absence of actual cost, the rates established by
the AGC/WSDOT Equipment Rental Agreement which was in effect
when the Work was performed. In no case shall the amounts claimed for
each piece of equipment exceed the rates established by that Equipment
Rental Agreement even if the actual cost for such equipment is higher. The
Contracting Agency may audit the Contractor’s cost records as provided
in Section 1-09.12 to determine actual equipment cost. The following
information shall be provided for each piece of equipment:
(1) Detailed description (e.g., Motor Grader Diesel Powered Caterpillar
12 “G,” Tractor Crawler ROPS & Dozer Included Diesel, etc.);
(2) The hours of use or standby; and
(3) The specific day and dates of use or standby;
d. Job overhead;
e. Overhead (general and administrative);
f. Subcontractor’s claims (in the same level of detail as specified herein is
required for any Subcontractor’s claims); and
g. Other categories as specified by the Contractor or the Contracting Agency.
10. A notarized statement shall be submitted to the Project Engineer containing the
following language:
Under the penalty of law for perjury or falsification, the undersigned,
____________________________, ______________________________
(name) (title)
of _________________________________________________________
(company)
2010 Standard Specifications M 41-10 Page 1-107
MEASuREMENT AND PAyMENT 1-09
hereby certifies that the claim for extra compensation and time, if any,
made herein for Work on this Contract is a true statement of the actual
costs incurred and time sought, and is fully documented and supported
under the Contract between the parties.
Dated __________________________/s/__________________________
Subscribed and sworn before me this ___________ day of ____________
___________________________________________________________
Notary Public
My Commission Expires:______________________________________
It will be the responsibility of the Contractor to keep full and complete records of the
costs and additional time incurred for any alleged claim. The Contractor shall permit the
Engineer to have access to those records and any other records as may be required by the
Engineer to determine the facts or contentions involved in the claim. The Contractor shall
retain those records for a period of not less than three years after final acceptance.
The Contractor shall pursue administrative resolution of any claim with the Engineer
or the designee of the Engineer.
Failure to submit with the Final Contract Voucher Certification such information and
details as described in this section for any claim shall operate as a waiver of the claims by
the Contractor as provided in Section 1-09.9.
Provided that the Contractor is in full compliance with all the provisions of this
section and after the formal claim document has been submitted, the Contracting Agency
will respond, in writing, to the Contractor as follows:
1. Within 45-calendar days from the date the claim is received by the Contracting
Agency if the claim amount is less than $100,000;
2. Within 90-calendar days from the date the claim is received by the Contracting
Agency if the claim amount is equal to or greater than $100,000; or
3. If the above restraints are unreasonable due to the complexity of the claim
under consideration, the Contractor will be notified within 15-calendar days
from the date the claim is received by the Contracting Agency as to the
amount of time which will be necessary for the Contracting Agency to prepare
its response.
Full compliance by the Contractor with the provisions of this section is a contractual
condition precedent to the Contractor’s right to seek judicial relief.
1-09.11(3) Time limitation and Jurisdiction
For the convenience of the parties to the Contract it is mutually agreed by the
parties that any claims or causes of action which the Contractor has against the State of
Washington arising from the Contract shall be brought within 180-calendar days from
the date of final acceptance (Section 1-05.12) of the Contract by the State of Washington;
and it is further agreed that any such claims or causes of action shall be brought only
in the Superior Court of Thurston County. The parties understand and agree that the
Contractor’s failure to bring suit within the time period provided, shall be a complete
bar to any such claims or causes of action. It is further mutually agreed by the parties
that when any claims or causes of action which the Contractor asserts against the State
of Washington arising from the Contract are filed with the State or initiated in court, the
Contractor shall permit the State to have timely access to any records deemed necessary
by the State to assist in evaluating the claims or action.
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1-09 MEASuREMENT AND PAyMENT
1-09.12 Audits
1-09.12(1) General
The Contractor’s wage, payroll, and cost records on this Contract shall be open to
inspection or audit by representatives of the Contracting Agency during the life of the
Contract and for a period of not less than 3-years after the date of final acceptance of
the Contract. The Contractor shall retain these records for that period. The Contractor
shall also guarantee that the wage, payroll, and cost records of all Subcontractors
and all lower tier Subcontractors shall be retained and open to similar inspection or
audit for the same period of time. The audit may be performed by employees of the
Contracting Agency or by an auditor under contract with the Contracting Agency. The
Contractor, Subcontractors, or lower tier subcontractors shall provide adequate facilities,
acceptable to the Engineer, for the audit during normal business hours. The Contractor,
Subcontractors, or lower tier subcontractors shall make a good faith effort to cooperate
with the auditors. If an audit is to be commenced more than 60-calendar days after the
final acceptance date of the Contract, the Contractor will be given 20-calendar days
notice of the time when the audit is to begin. If any litigation, claim, or audit arising
out of, in connection with, or related to this Contract is initiated, the wage, payroll, and
cost records shall be retained until such litigation, claim, or audit involving the records
is completed.
1-09.12(2) claims
All claims filed against the Contracting Agency shall be subject to audit at any time
following the filing of the claim. Failure of the Contractor, Subcontractors, or lower tier
subcontractors to maintain and retain sufficient records to allow the auditors to verify all
or a portion of the claim or to permit the auditor access to the books and records of the
Contractor, Subcontractors, or lower tier subcontractors shall constitute a waiver of a
claim and shall bar any recovery thereunder.
1-09.12(3) Required Documents for Audits
As a minimum, the auditors shall have available to them the following documents:
1. Daily time sheets and supervisor’s daily reports.
2. Collective Bargaining Agreements.
3. Insurance, welfare, and benefits records.
4. Payroll registers.
5. Earnings records.
6. Payroll tax forms.
7. Material invoices and requisitions.
8. Material cost distribution worksheet.
9. Equipment records (list of company equipment, rates, etc.).
10. Vendors’, rental agencies’, Subcontractors’, and lower tier subcontractors’
invoices.
11. Contracts between the Contractor and each of its Subcontractors, and all lower-
tier subcontractor contracts and supplier contracts.
12. Subcontractors’ and lower tier subcontractors’ payment certificates.
13. Canceled checks (payroll and vendors).
14. Job cost reports, including monthly totals.
15. Job payroll ledger.
16. General ledger.
17. Cash disbursements journal.
2010 Standard Specifications M 41-10 Page 1-109
MEASuREMENT AND PAyMENT 1-09
18. Financial statements for all years reflecting the operations on this Contract.
In addition, the Contracting Agency may require, if it deems appropriate,
additional financial statements for 3-years preceding execution of the Contract
and 3-years following final acceptance of the Contract.
19. Depreciation records on all company equipment whether these records are
maintained by the company involved, its accountant, or others.
20. If a source other than depreciation records is used to develop costs for the
Contractor’s internal purposes in establishing the actual cost of owning and
operating equipment, all such other source documents.
21. All documents which relate to each and every claim together with all
documents which support the amount of damages as to each claim.
22. Worksheets or software used to prepare the claim establishing the cost
components for items of the claim including but not limited to labor, benefits
and insurance, materials, equipment, Subcontractors, all documents which
establish the time periods, individuals involved, the hours for the individuals,
and the rates for the individuals.
23. Worksheets, software, and all other documents used by the Contractor to
prepare its Bid.
An audit may be performed by employees of the Contracting Agency or a
representative of the Contracting Agency. The Contractor and its Subcontractors shall
provide adequate facilities acceptable to the Contracting Agency for the audit during
normal business hours. The Contractor and all Subcontractors shall cooperate with the
Contracting Agency’s auditors.
1-09.13 claims Resolution
1-09.13(1) General
Prior to seeking claim resolution through nonbinding alternative dispute resolution
processes, binding arbitration, or litigation, the Contractor shall proceed under the
administrative procedures in Sections 1-04.5, 1-09.11 and any Special Provision
provided in the Contract for resolution of disputes. The provisions of these sections
must be complied with in full, as a condition precedent to the Contractor’s right to seek
claim resolution through any nonbinding alternative dispute resolution process, binding
arbitration or litigation.
1-09.13(2) Nonbinding Alternative Disputes Resolution (ADR)
Nonbinding ADR processes are encouraged and available upon mutual agreement
of the Contractor and the Contracting Agency for all claims submitted in accordance with
Section 1-09.11, provided that:
1. All the administrative remedies provided for in the Contract have been
exhausted;
2. The Contracting Agency has been given the time and opportunity to respond to
the Contractor as provided in Section 1-09.11(2); and
3. The Contracting Agency has determined that it has sufficient information
concerning the Contractor’s claims to participate in a nonbinding ADR process.
The Contracting Agency and the Contractor mutually agree that the cost of the
nonbinding ADR process shall be shared equally by both parties with each party bearing
its own preparation costs.
The type of nonbinding ADR process shall be agreed upon by the parties and
shall be conducted within the State of Washington at a location mutually acceptable
to the parties.
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1-09 MEASuREMENT AND PAyMENT
The Contractor agrees that the participation in a nonbinding ADR process does not
in any way waive the requirement that binding arbitration or litigation proceedings must
commence within 180-calendar days of final acceptance of the Contract, the same as any
other claim or causes of action as provided in Section 1-09.11(3).
1-09.13(3) claims $250,000 or less
The Contractor and the Contracting Agency mutually agree that those claims which
total $250,000 or less, submitted in accordance with Section 1-09.11 and not resolved by
nonbinding ADR processes, shall be resolved through mandatory and binding arbitration
as described herein.
1-09.13(3)A Administration of Arbitration
Arbitration shall be as agreed by the parties or, if the parties cannot agree, arbitration
shall be administered through the American Arbitration Association (AAA) using the
following arbitration methods:
1. The current version of the Northwest Region Expedited Commercial
Arbitration Rules shall be used for claims with an amount less than $25,000.
2. The current version of the Expedited Procedures of the Construction Industry
Arbitration Rules shall be used for claims with an amount equal to or greater
than $25,000 and less than $50,000.
3. The current version of the standard procedures of the Construction Industry
Arbitration Rules shall be used for claims with an amount equal to or greater
than $50,000 and not greater than $250,000.
The Contracting Agency and the Contractor mutually agree the venue of any
arbitration hearing shall be within the State of Washington and any such hearing shall
be conducted within the State of Washington.
The Contracting Agency and the Contractor mutually agree to be bound by the
decision of the arbitrator, and judgment upon the award rendered by the arbitrator may
be entered in the Superior Court of Thurston County. The decision of the arbitrator and
the specific basis for the decision shall be in writing. The arbitrator shall use the Contract
as a basis for decisions.
1-09.13(3)B Procedures to Pursue Arbitration
If the dispute cannot be resolved through administrative procedures provided
in Sections 1-04.5, 1-09.11, and any Special Provision provided in the Contract for
resolution of disputes or through a mutually agreed upon nonbinding ADR process,
the Contractor shall advise the Engineer, in writing, that mandatory and binding
arbitration is desired. The parties may agree on an arbitration process, or, if the parties
cannot agree a demand for arbitration shall be filed by the Contractor, in accordance
with the AAA rules, with the Contracting Agency, and with the AAA. Selection of the
arbitrator and the administration of the arbitration shall proceed in accordance with
AAA rules using arbitrators from the list developed by the AAA, except that: for claims
under $25,000 using the Northwest Region Expedited Commercial Arbitration Rules,
arbitration selection shall proceed pursuant to Section 55 of the Expedited Procedure
of the Construction Industry Arbitration Rules. Arbitration shall proceed utilizing the
appropriate rule of the AAA as determined by the dollar amount of the claim as provided
in Section 1-09.13(3)A.
2010 Standard Specifications M 41-10 Page 1-111
MEASuREMENT AND PAyMENT 1-09
Unresolved disputes which do not involve delays or impacts to unchanged Work
may be brought to binding arbitration prior to Physical Completion of the project,
provided that:
1. All the administrative remedies provided for in the Contract have
been exhausted;
2. The dispute has been pursued to the claim status as provided in
Section 1-09.11(2); and
3. The Contractor certifies in writing that claims for delays or impacts to the Work
will not result from the dispute.
Unless the Contracting Agency and the Contractor agree otherwise, all other
unresolved claims (disputes which have been pursued to the claim status) which arise
from a Contract must be brought in a single arbitration hearing and only after Physical
Completion of the Contract. The total of those unresolved claims cannot be greater than
$250,000 to be eligible for arbitration.
In addition, the Contractor agrees arbitration proceedings must commence, by
filing of the aforementioned demand for arbitration, within 180 calendar days of final
acceptance of the contract, the same as any other claim or causes of action as provided
in Section 1-09.11(3).
The scope and extent of discovery shall be determined by the arbitrator in
accordance with AAA rules. In addition, each party for claims greater than $25,000 shall
serve upon the other party a “statement of proof.” The statement of proof shall be served,
with a copy to the AAA, no less than 20-calendar days prior to the arbitration hearing and
shall include:
1. The identity, current business address, and residential address of each witness
who will testify at the hearing,
2. The identity of a witness as an expert if an expert witness is to be called,
a statement as to the subject matter and the substance of the facts and opinions
on which the expert is expected to testify, a summary of the grounds for each
opinion, and a resume of the expert’s qualifications, and
3. A list of each document that the party intends to offer in evidence at the
arbitration hearing. Either party may request from the other party a copy of
any document listed. If such a request is made, a copy of the document shall
be provided within five calendar days from the date the request is received.
The arbitrator may permit a party to call a witness or offer a document not shown or
included in the statement of proof only upon a showing of good cause.
1-09.13(4) claims in Excess of $250,000
The Contractor and the Contracting Agency mutually agree that those claims in
excess of $250,000, submitted in accordance with Section 1-09.11 and not resolved
by nonbinding ADR processes, shall be resolved through litigation unless the parties
mutually agree to resolve the claim through binding arbitration.
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1-10 TEMPORARy TRAFFIc cONTROl
1-10.1 General
The Contractor, utilizing contractor labor and contractor-provided equipment and
materials (except when such labor, equipment or materials are to be provided by the
Contracting Agency as specifically identified herein), shall plan, manage, supervise
and perform all temporary traffic control activities needed to support the Work of
the Contract.
1-10.1(1) Materials
Materials shall meet the requirements of the following sections:
Stop/Slow Paddles 9-35.1
Construction Signs 9-35.2
Wood Sign Posts 9-35.3
Sequential Arrow Signs 9-35.4
Portable Changeable Message Signs 9-35.5
Barricades 9-35.6
Traffic Safety Drums 9-35.7
Barrier Drums 9-35.8
Traffic Cones 9-35.9
Tubular Markers 9-35.10
Warning Lights and Flashers 9-35.11
Truck-Mounted Attenuator 9-35.12
Tall Channelizing Devices 9-35.13
Portable Temporary Traffic Control Signal 9-35.14
1-10.1(2) Description
The Contractor shall provide flaggers, spotters and all other personnel required for
labor for traffic control activities and not otherwise specified as being furnished by the
Contracting Agency.
The Contractor shall perform all procedures necessary to support the Contract Work.
Unless otherwise permitted by the Contract or approved by the Project Engineer,
the Contractor shall keep all existing pedestrian routes and access points (including
sidewalks, paths, and crosswalks) open and clear at all times.
The Contractor shall provide signs and other traffic control devices not otherwise
specified as being furnished by the Contracting Agency. The Contractor shall erect and
maintain all construction signs, warning signs, detour signs, and other traffic control
devices necessary to warn and protect the public at all times from injury or damage as a
result of the Contractor’s operations, which may occur on or adjacent to Highways, roads,
streets, sidewalks, or paths. No Work shall be done on or adjacent to any Traveled Way
until all necessary signs and traffic control devices are in place.
The traffic control resources and activities described shall be used for the safety of
the public, of the Contractor’s employees, and of the Contracting Agency’s personnel and
to facilitate the movement of the traveling public. Traffic control resources and activities
may be used for the separation or merging of public and construction traffic when such
use is in accordance with a specific approved traffic control plan.
Upon failure of the Contractor to immediately provide flaggers; erect, maintain, and
remove signs; or provide, erect, maintain, and remove other traffic control devices when
ordered to do so by the Engineer, the Contracting Agency may, without further notice to
the Contractor or the Surety, perform any of the above and deduct all of the costs from
the Contractor’s payments.
2010 Standard Specifications M 41-10 Page 1-113
TEMPORARy TRAFFIc cONTROl 1-10
The Contractor shall be responsible for providing adequate labor, sufficient signs,
and other traffic control devices, and for performing traffic control procedures needed
for the protection of the Work and the public at all times regardless of whether or not
the labor, devices or procedures have been ordered by the Engineer, furnished by the
Contracting Agency, or paid for by the Contracting Agency.
Wherever possible when performing Contract Work, the Contractor’s equipment
shall follow normal and legal traffic movements. The Contractor’s ingress and egress of
the Work area shall be accomplished with as little disruption to traffic as possible. Traffic
control devices shall be removed by picking up the devices in a reverse sequence to that
used for installation. This may require moving backwards through the workzone. When
located behind barrier or at other locations shown on approved traffic control plans,
equipment may operate in a direction opposite to adjacent traffic.
The Contractor is advised that the Contracting Agency may have entered into
operating agreements with one or more law enforcement organizations for cooperative
activities. Under such agreements, at the sole discretion of the Contracting Agency,
law enforcement personnel may enter the workzone for enforcement purposes and may
participate in the Contractor’s traffic control activities. The responsibility under the
Contract for all traffic control resides with the Contractor and any such participation by
law enforcement personnel in Contractor traffic control activities will be referenced in
the Special Provisions or will be preceded by an agreement and, if appropriate, a cost
adjustment. Nothing in this Contract is intended to create an entitlement, on the part
of the Contractor, to the services or participation of the law enforcement organization.
1-10.2 Traffic Control Management
1-10.2(1) General
It is the Contractor’s responsibility to plan, conduct and safely perform the Work.
The Contractor shall manage temporary traffic control with his or her own staff.
Traffic control management responsibilities shall be formally assigned to one or more
company supervisors who are actively involved in the planning and management of field
Contract activities. The Contractor shall provide the Engineer with a copy of the formal
assignment. The duties of traffic control management may not be subcontracted.
The Contractor shall designate an individual or individuals to perform the duties
of the primary Traffic Control Supervisor (TCS). The designation shall also identify an
alternate TCS who can assume the duties of the primary TCS in the event of that person’s
inability to perform. The TCS shall be responsible for safe implementation of approved
Traffic Control Plans provided by the Contractor.
The primary and alternate TCS shall be certified as worksite traffic control
supervisors by one of the organizations listed in the Special Provisions. Possession of
a current TCS card and flagging card by the primary and alternate TCS is mandatory.
A traffic control management assignment and a TCS designation are required on all
projects that will utilize traffic control.
The Contractor shall maintain 24-hour telephone numbers at which the Contractor’s
assigned traffic control management personnel and the TCS can be contacted and be
available upon the Engineer’s request at other than normal working hours. These persons
shall have the resources, ability and authority to expeditiously correct any deficiency in
the traffic control system.
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1-10.2(1)A Traffic Control Management
The responsibilities of the Contractor’s traffic control management personnel
shall include:
1. Overseeing and approving the actions of the Traffic Control Supervisor (TCS)
to ensure that proper safety and traffic control measures are implemented and
consistent with the specific requirements created by the Contractor ’s workzones
and the Contract. Some form of oversight shall be in place and effective even
when the traffic control management personnel are not present at the jobsite.
2. Providing the Contractor’s designated TCS with approved Traffic Control
Plans (TCPs) which are compatible with the Work operations and traffic
control for which they will be implemented. Having the latest adopted edition
of the Manual On Uniform Traffic Control Devices for Streets and Highways
(MUTCD,) including the Washington State Modifications to the MUTCD and
applicable standards and Specifications available at all times on the project.
3. Discussing proposed traffic control measures and coordinating implementation
of the Contractor-adopted traffic control plan(s) with the Engineer.
4. Coordinating all traffic control operations, including those of Subcontractors
and suppliers, with each other and with any adjacent construction or
maintenance operations.
5. Coordinating the project’s activities (such as ramp closures, road closures,
and lane closures) with appropriate police, fire control agencies, city or
county engineering, medical emergency agencies, school districts, and
transit companies.
6. Overseeing all requirements of the Contract that contribute to the convenience,
safety, and orderly movement of vehicular and pedestrian traffic.
7. Reviewing the TCS’s diaries daily and being aware of field traffic
control operations.
8. Being present on-site a sufficient amount of time to adequately satisfy the
above-listed responsibilities.
Failure to carry out any of the above-listed responsibilities shall be a failure
to comply with the Contract and may result in a suspension of Work as described
in Section 1-08.6.
1-10.2(1)B Traffic Control Supervisor
A Traffic Control Supervisor (TCS) shall be present on the project whenever
flagging or spotting or other traffic control labor is being utilized or less frequently,
as authorized by the Engineer.
The TCS shall personally perform all the duties of the TCS. During nonwork
periods, the TCS shall be available to the job site within a 45-minute time period after
notification by the Engineer.
The TCS’s duties shall include:
1. Having a current set of approved traffic control plans (TCPs), applicable
Contract Provisions as provided by the Contractor, the latest adopted edition
of the MUTCD, including the Washington State Modifications to the MUTCD,
the book Quality Guidelines for Temporary Work Zone Traffic Control Devices,
and applicable standards and Specifications.
2. Inspecting traffic control devices and nighttime lighting for proper location,
installation, message, cleanliness, and effect on the traveling public. Traffic
control devices shall be inspected at least once per hour during working hours
except that Class A signs need to be checked once a week and nighttime
lighting need to be checked only once a shift. Traffic control devices left in
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TEMPORARy TRAFFIc cONTROl 1-10
place for 24-hours or more shall also be inspected once during the nonworking
hours when they are initially set up (during daylight or darkness, whichever
is opposite of the working hours). The TCS shall correct, or arrange to have
corrected, any deficiencies noted during these inspections.
3. Preparing a daily traffic control diary on each day that traffic control is
performed using DOT Forms 421-040A and 421-040B, and submitting them
to the Engineer no later than the end of the next working day. The Contractor
may use alternate forms if approved by the Engineer. Diary entries shall
include, but not be limited to:
a. Time of day when signs and traffic control devices are installed and
removed,
b. Location and condition of signs and traffic control devices,
c. Revisions to the traffic control plan,
d. Lighting utilized at night, and
e. Observations of traffic conditions.
4. Making minor revisions to the traffic control plan to accommodate site
conditions provided that the original intent of the traffic control plan is
maintained and the revision has the concurrence of both the Contractor
and the Engineer.
5. Attending traffic control coordinating meetings or coordination activities
as necessary for full understanding and effective performance.
6. Ensuring that all needed traffic control devices and equipment are available
and in good working condition prior to the need to install or utilize them.
The TCS may perform the Work described in Section 1-10.3(1)A Flaggers and
Spotters or in Section 1-10.3(1)B Other Traffic Control Labor and be compensated
under those Bid items, provided that the duties of the TCS are accomplished.
1-10.2(2) Traffic Control Plans
The traffic control plan or plans appearing in the Contract documents show a method
of handling vehicle, bicycle, and pedestrian traffic. All construction signs, flaggers,
spotters and other traffic control devices are shown on the traffic control plan(s) except
for emergency situations. Where mainline Contract traffic control plans are developed
with the intent of operating without the use of flaggers or spotters, the plans shall contain
a note that states, “NO FLAGGERS OR SPOTTERS”. The use of flaggers or spotters to
supplement these traffic control plans will not be allowed except in a case where no other
means of traffic control can be used or in the event of an emergency. If the Contractor
proposes the use of flaggers or spotters with one of these plans, this will constitute a
modification requiring approval by the Engineer. The modified plans shall show locations
for all the required advance warning signs and a safe, protected location for the flagging
station. If flagging is to be performed during hours of darkness, the plan shall include
appropriate illumination for the flagging station.
When the Contractor’s chosen method of performing the Work in the Contract
requires some form of temporary traffic control, the Contractor shall either: (1.) designate
and adopt, in writing, the traffic control plan or plans from the Contract documents that
support that method; or (2.) submit a Contractor’s plan that modifies, supplements or
replaces a plan from the Contract documents. Any Contractor-proposed modification,
supplement or replacement shall show the necessary construction signs, flaggers, spotters
and other traffic control devices required to support the Work. Any Contractor-proposed
traffic control plan shall conform to the established standards for plan development as
shown in the MUTCD, Part 6. The Contractor’s submittal, either designating and adopting
a traffic control plan from the Contract documents or proposing a Contractor-developed
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plan, shall be provided to the Engineer for approval at least 10-calendar days in advance
of the time the signs and other traffic control devices are scheduled to be installed and
utilized. The Contractor shall be solely responsible for submitting any proposed traffic
control plan or modification, obtaining the Engineer’s approval and providing copies of
the approved Traffic Control Plans to the Traffic Control Supervisor.
1-10.2(3) conformance to Established Standards
Flagging, signs, and all other traffic control devices and procedures furnished
or provided shall conform to the standards established in the latest WSDOT adopted
edition of the Manual On Uniform Traffic Control Devices for Streets and Highways
(MUTCD,) published by the U.S. Department of Transportation and the Washington
State Modifications to the MUTCD. Judgment of the quality of devices furnished will
be based upon Quality Guidelines for Temporary Traffic Control Devices, published by
the American Traffic Safety Services Association. Copies of the MUTCD and Quality
Guidelines for Temporary Control Devices may be purchased from the American Traffic
Safety Services Association, 15 Riverside Parkway, Suite 100, Fredericksburg, Virginia
22406-1022. The Washington State Modifications to the MUTCD may be obtained from
the Department of Transportation, Olympia, Washington 98504.
In addition to the standards of the MUTCD described above, the Contracting Agency
has crashworthiness requirements for most workzone devices. The National Cooperative
Highway Research Project (NCHRP) Report 350 has established requirements for crash
testing. Workzone devices are divided into four categories. Each of those categories is
described below:
Category 1 includes those items that are small and lightweight, channelizing,
and delineating devices that have been in common use for many years and are known
to be crashworthy by crash testing of similar devices or years of demonstrable safe
performance. These include cones, tubular markers, flexible delineator posts, and plastic
drums. All Category 1 devices used on the project shall meet the requirements of NCHRP
350 as certified by the manufacturer of the device.
Category 2 includes devices that are not expected to produce significant vehicular
velocity change, but may otherwise be hazardous. Examples of this class are barricades,
portable sign supports and signs. All Category 2 devices shall meet the requirements of
NCHRP 350. For the purpose of definition, a sign support and sign shall be considered
a single unit. A new sign may be purchased for an existing sign support and the entire
unit will be defined as “existing equipment.”
Category 3 is for hardware expected to cause significant velocity changes or other
potentially harmful reactions to impacting vehicles. Barriers, fixed sign supports, crash
cushions, truck mounted attenuators (TMA’s) and other work zone devices not meeting
the definitions of Category 1 or 2 are examples from this category. Many Category 3
devices are defined in the design of the project. Where this is the case, NCHRP 350
requirements have been incorporated into the design and the Contractor complies with
the requirements by constructing devices according to the Plans and Specifications.
Where the device is a product chosen by the Contractor, the device chosen must be
compliant with the requirements of NCHRP 350.
Category 4 includes portable or trailer-mounted devices such as arrow displays,
temporary traffic signals, area lighting supports, and portable changeable message signs.
Crash testing is not required for these devices.
The condition of signs and traffic control devices shall be acceptable or marginal
as defined in the book Quality Guidelines for Temporary Traffic Control Devices, and
will be accepted based on a visual inspection by the Engineer. The Engineer’s decision
on the condition of a sign or traffic control device shall be final. A sign or traffic control
device determined to be unacceptable shall be removed from the project and replaced
within 12-hours of notification.
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1-10.3 Traffic Control Labor, Procedures and Devices
1-10.3(1) Traffic Control Labor
The Contractor shall furnish all personnel for flagging, spotting, for the execution
of all procedures related to temporary traffic control and for the setup, maintenance and
removal of all temporary traffic control devices and construction signs necessary to
control traffic during construction operations.
Vests and other high-visibility apparel shall be in conformance with Section 1-07.8.
1-10.3(1)A Flaggers and Spotters
Flaggers and Spotters shall be posted where shown on approved Traffic Control
Plans or where directed by the Engineer. All flaggers and spotters shall possess a current
flagging card issued by the State of Washington, Oregon, Montana, or Idaho. The flagging
card shall be immediately available and shown to the Contracting Agency upon request.
Flagging stations shall be shown on Traffic Control Plans at locations where
construction operations require stopping or diverting public traffic. Flagging stations
shall be staffed only when flagging is required. This staffing may be continuous or
intermittent, depending on the nature of the construction activity. Whenever a flagger is
not required to stop or divert traffic, the flagger shall move away from the flagging station
to a safer location. During hours of darkness, flagging stations shall be illuminated in a
manner that insures that flaggers can easily be seen but that does not cause glare to the
traveling public.
Flagger station illumination shall meet the requirements of the MUTCD and these
Specifications.
The Contractor shall provide portable lighting equipment capable of sufficiently
illuminating a flagger and their station without creating glare for oncoming motorists,
yet will meet the mobility requirements of the operation. The lighting stations shall
be located on the same side of the roadway as the flagger and aimed either parallel or
perpendicular to the traveled lanes to minimize glare. The lighting devices shall be
located 5 to 10-feet from the edge of the travel lane with a mounting height of 15 to
25-feet above the ground. The flagger should be visible and discernable as a flagger
from a distance of 1,000-feet.
Flaggers shall be equipped with portable two-way radios, with a range suitable
for the project. The radios shall be capable of having direct contact with project
management (foremen, superintendents, etc.).
The Contractor shall furnish Stop/Slow paddles conforming to the requirements
of Section 9-35.1 for all flagging operations.
Spotting stations shall be shown on Traffic Control Plans at locations where a spotter
can detect errant drivers or other hazards and provide an effective warning to other
workers. Spotting stations will not be allowed at locations where the spotter will be
in unnecessary danger. The Contractor shall furnish noise-makers or other effective
warning devices for spotting operations. The duties of a spotter shall not include flagging,
and the use of a flagging paddle while performing spotting duties is not allowed.
1-10.3(1)B Other Traffic Control Labor
In addition to flagging or spotting duties, the Contractor shall provide personnel
for all other traffic control procedures required by the construction operations and for
the labor to install, maintain and remove any traffic control devices shown on Traffic
Control Plans.
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1-10.3(2) Traffic Control Procedures
1-10.3(2)A One-Way Traffic Control
The project Work may require that traffic be maintained on a portion of the
Roadway during the progress of the Work using one-way traffic control. If this is the
case, the Contractor’s operation shall be confined to one-half the Roadway, permitting
traffic on the other half. If shown on an approved traffic control plan or directed by the
Engineer, one-way traffic control, in accordance with the MUTCD, shall be provided
and shall also conform to the following requirements:
In any one-way traffic control configuration, side roads and approaches will be
closed or controlled by a flagger or by appropriate approved signing. A side road flagger
will coordinate with end flaggers where there is line of sight and with the pilot car where
the end flaggers cannot be seen.
Queues of vehicles will be allowed to take turns passing through the workzone in
the single open lane. When one-way traffic control is in effect, Contractor vehicles shall
not use the open traffic lane except while following the same rules and routes required
of the public traffic.
As conditions permit, the Contractor shall, at the end of each day, leave the Work
area in such condition that it can be traveled without damage to the Work, without danger
to traffic, and without one-way traffic control. If, in the opinion of the Engineer, one-
way traffic control cannot be dispensed with after working hours, then the operation will
be continued throughout the non-working hours.
1-10.3(2)B Rolling Slowdown
Rolling slowdown traffic control operations are not to be used for routine Work that
can be addressed by standard lane or shoulder closure traffic control. When a short-term
roadway closure is needed for an infrequent, nonrepetitive Work operation such as a
sign bridge removal or utility wire crossing, the Contractor may implement a rolling
slowdown on a multilane roadway, as part of an approved traffic control plan.
The Contractor shall submit for approval a traffic control plan detailing the expected
delay time, interchange ramp control, and rolling slowdown distance. A portable
changeable message sign shall be placed ahead of the starting point of the traffic control
to warn traffic of the slowdown. The sign shall be placed far enough ahead of the Work
to avoid any expected backup of vehicles.
A rolling slowdown shall use traffic control vehicles with flashing amber lights.
At least one traffic control vehicle will be used for every two lanes to be slowed,
plus a control vehicle will serve as a following (chase) vehicle for traffic ahead of
the blockade. The traffic control vehicles shall enter the roadway and form a moving
blockade to reduce traffic speeds and create a clear area ahead of the blockade in which
to accomplish the Work without a total stoppage of traffic.
The location where the traffic control vehicles shall begin the slowdown and the
speed at which the moving blockade will be allowed to travel will be calculated to
accommodate the estimated time needed for closure. The chase control vehicle shall
follow the slowest vehicle ahead of the blockade. When the chase vehicle passes, the
Contractor may begin the Work operation. In the event that the Work operation is not
completed when the moving blockade reaches the site, all Work except that necessary
to clear the Roadway shall cease immediately and the Roadway shall be cleared and
reopened as soon as possible.
All ramps and entrances to the Roadway between the moving blockade and Work
operation shall be temporarily closed using flaggers. Radio communications between the
Work operation and the moving blockade shall be established and utilized to adjust the
speed of the blockade to accommodate the closure time needed.
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1-10.3(2)c lane closure Setup/Takedown
Where allowed by the Contract and where shown on approved traffic control plans
or directed by the Engineer, the Contractor shall set up traffic control measures to close
one or more lanes of a multi-lane facility. When this is to occur, the following sequence
shall be followed:
1. A portable changeable message sign shall be established in advance of the
operation, far enough back to provide warning of both the operation and
any queue of traffic that has formed during the operation.
2. Advance warning signs are set up on the Shoulder of the Roadway opposite
the lane to be closed,
3. Advance warning signs are set up on the same Shoulder as the lane to be
closed,
4. A truck-mounted attenuator, with arrow board, is moved into place at the
beginning of the closure taper,
5. Channelization devices are placed to mark the taper and the length of the
closure as shown on the traffic control plan.
Once the lane is closed, the TMA/arrow board combination shall be replaced with an
arrow board without attenuator.
If additional lanes are to be closed, this shall be done in sequence with previous lane
closures using the same sequence of activities. A truck-mounted attenuator with arrow
board is required during the process of closing each additional lane and is to be replaced
with an arrow board without attenuator after the lane is closed. Each closed lane shall be
marked with a separate arrow board at all times.
Traffic control for lane closures shall be removed in the reverse order of
its installation.
1-10.3(2)D Mobile Operations
Where construction operations are such that movement along the length of a
Roadway is continuous or near-continuous to the extent that a stationary traffic control
layout will not be effective, the Contractor may implement a moving, or mobile, traffic
control scheme. Such moving control shall always be conducted in the same direction as
the adjacent traffic.
Where shown on an approved traffic control plan or where directed by the Engineer,
mobile traffic control shall consist of portable equipment, moving with the operation.
A portable changeable message sign shall be established in advance of the operation, far
enough back to provide warning of both the operation and of any queue of traffic that has
formed during the operation. The advance sign shall be continuously moved to stay near
the back of the queue at all times. A truck-mounted attenuator, with arrow board, shall be
positioned and maintained at a fixed distance upstream of the Work. A shadow vehicle,
with truck-mounted attenuator shall be positioned and maintained immediately upstream
of the Work.
1-10.3(2)E Patrol & Maintain Traffic Control Measures
At all times, when temporary traffic control measures are in place, the Contractor
shall provide for patrolling and maintaining these measures. The Work shall consist
of resetting errant devices, assuring visibility of all devices, cleaning and repairing
where necessary, providing maintenance for all equipment, including replacing
batteries and light bulbs as well as keeping motorized and electronic items functioning,
and adjusting the location of devices to respond to actual conditions, such as queue
length, unanticipated traffic conflicts and other areas where planned traffic control has
proven ineffective.
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This Work shall be performed by the Contractor, either by or under the direction of
the Traffic Control Supervisor. Personnel, with vehicles if necessary, shall be dispatched
so that all traffic control can be reviewed at least once per hour during working hours and
at least once during each non-working day.
1-10.3(3) Traffic Control Devices
1-10.3(3)A construction Signs
All construction signs required by approved traffic control plans, as well as any
other appropriate signs directed by the Engineer shall be furnished by the Contractor.
The Contractor shall provide the posts or supports and erect and maintain the signs in
a clean, neat, and presentable condition until the need for them has ended. Post mounted
signs shall be installed as shown in Standard Plans. When the need for construction signs
has ended, the Contractor, upon approval of the Engineer, shall remove all signs, posts,
and supports from the project and they shall remain the property of the Contractor.
No passing zones on the existing Roadway that are marked with paint striping and
which striping is to be obliterated by construction operations shall be replaced by “Do
Not Pass” and “Pass With Care” signs. The Contractor shall provide and install the posts
and signs. The signs shall be maintained by the Contractor until they are removed or
until the Contract is Physically Completed. When the project includes striping by the
Contractor, the signs and posts shall be removed by the Contractor when the no passing
zones are reestablished by striping. The signs and posts will become the property of the
Contractor. When the Contractor is not responsible for striping and when the striping by
others is not completed when the project is Physically Completed, the posts and signs
shall be left in place and shall become the property of the Contracting Agency.
All existing signs, new permanent signs installed under this Contract, and
construction signs installed under this Contract that are inappropriate for the traffic
configuration at a given time shall be removed or completely covered in accordance
with Section 8-21.3(3). Construction signs will be divided into two classes. Class A
construction signs are those signs that remain in service throughout the construction or
during a major phase of the Work. They are mounted on posts, existing fixed Structures,
or substantial supports of a semi-permanent nature. Class A signs will be designated as
such on the approved Traffic Control Plan. “Do Not Pass” and “Pass With Care” signs
are classified as Class A construction signs. Sign and support installation for Class A
signs shall be in accordance with the Contract Plans or the Standard Plans. Class B
construction signs are those signs that are placed and removed daily, or are used for short
durations which may extend for 1 to 3-days. They are mounted on portable or temporary
mountings. Tripod-mounted signs in place more than 3-days in any one location, unless
approved by the Project Engineer, shall be required to be post-mounted and shall be
classified as Class A construction signs.
Where it is necessary to add weight to signs for stability, sand bags or other similar
ballast may be used, but the height shall not be more than 4-inches above the Roadway
surface, and shall not interfere with the breakaway features of the device. The Contractor
shall follow the manufacturer’s recommendations for sign ballasting.
Signs, posts, or supports that are lost, stolen, damaged, destroyed, or which the
Engineer deems to be unacceptable while their use is required on the project shall be
replaced by the Contractor.
1-10.3(3)B Sequential Arrow Signs
Where shown on an approved traffic control plan or where ordered by the Engineer,
the Contractor shall provide, operate and maintain sequential arrow signs.
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1-10.3(3)c Portable changeable Message Sign
Where shown on an approved traffic control plan or where ordered by the Engineer,
the Contractor shall provide, operate and maintain portable changeable message signs.
1-10.3(3)D Barricades
Where shown on an approved traffic control plan or where ordered by the Engineer,
the Contractor shall provide, install and maintain barricades. Barricades shall be kept in
good repair and shall be removed immediately when, in the opinion of the Engineer, they
are no longer functioning as designed.
Where it is necessary to add weight to barricades for stability, sand bags or other
similar ballast may be used, but the height shall not be more than 4-inches above the
Roadway surface and shall not interfere with the breakaway features of the device.
The Contractor shall follow the manufacturer’s recommendation for sign ballasting.
1-10.3(3)E Traffic Safety Drums
Where shown on an approved Traffic Control Plan, or where ordered by the
Engineer, the Contractor shall provide, install and maintain traffic safety drums.
Used drums may be utilized, provided all drums used on the project are of
essentially the same configuration and the devices conform to Section 1-10.2(3).
The drums shall be designed to resist overturning by means of a weighted lower unit
that will separate from the drum when impacted by a vehicle.
Drums shall be regularly maintained to ensure that they are clean and that the drum
and reflective material are in good condition. If the Engineer determines that a drum has
been damaged beyond usefulness, or provides inadequate reflectivity, a replacement drum
shall be furnished.
When the Engineer determines that the drums are no longer required, they shall
be removed from the project and shall remain the property of the Contractor.
1-10.3(3)F Barrier Drums
Where shown on approved Traffic Control Plans and as ordered by the Engineer,
barrier drums shall be placed on temporary concrete barrier at the following
approximate spacing:
Concrete Barrier Placement Barrier Drum Spacing in Feet
Tangents ½-mile or less1 2 times posted speed limit
Tangents greater than ½-mile1 4 times posted speed limit
Tapers and Curves2 posted speed limit
Notes:
1 A minimum of 3 barrier drums shall be used.
2 A minimum of 5 barrier drums shall be used.
Temporary concrete barrier reflectors may be excluded when using barrier drums.
Both legs of the barrier drums shall be completely filled with sand. The top oval
should not be filled.
Used barrier drums may be used, provided all barrier drums used on the project are
of essentially the same configuration.
Barrier drums shall be regularly maintained to ensure that they are clean and that the
barrier drum and reflective material are in good condition. If the Engineer determines that
a barrier drum has been damaged beyond usefulness, or provides inadequate reflectivity,
a replacement barrier drum shall be furnished.
When the Engineer determines that the drums are no longer required, they shall
be removed from the project and shall remain the property of the Contractor.
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1-10.3(3)G Traffic Cones and Tall channelizing Devices
Where shown on an approved traffic control plan or where ordered by the Engineer,
the Contractor shall provide, install and maintain traffic cones or tall channelizing
devices. Cones and tall channelizing devices shall be kept in good repair and shall
be removed immediately when directed by the Engineer. Where wind or moving traffic
frequently displaces cones or tall channelizing devices, an effective method of stabilizing
them, such as stacking two together at each location, shall be employed, or heavier
weighted bases may be necessary.
1-10.3(3)h Tubular Markers
Where shown on an approved traffic control plan or where ordered by the Engineer,
the Contractor shall provide, install and maintain tubular markers. Tubular markers shall
be kept in good repair and shall be removed immediately when directed by the Engineer.
Tubular markers are secondary devices and are not to be used as substitutes for cones or
other delineation devices without an approved traffic control plan.
Where the Traffic Control Plan shows pavement-mounted tubular markers, the
adhesive used to fasten the base to the pavement shall be suitable for the purpose, as
approved by the Engineer. During the removal of pavement-mounted tubular markers,
care shall be taken to avoid damage to the existing pavement. Any such damage shall
be repaired by the Contractor at no cost to the Contracting Agency.
1-10.3(3)I Warning lights and Flashers
Where shown attached to traffic control devices on an approved traffic control plan
or where ordered by the Engineer, the Contractor shall provide and maintain flashing
warning lights. Lights attached to advance warning signs shall be Type B, high-intensity.
Lights attached to traffic safety drums, barricades or other signs shall be Type C, steady-
burning low intensity or, where attention is to be directed to a specific device, Type A,
flashing low-intensity units.
1-10.3(3)J Truck-Mounted Attenuator
Where shown on an approved traffic control plan or where ordered by the Engineer,
the Contractor shall provide, operate and maintain truck-mounted impact attenuators
(TMA). These attenuators shall be available, on-site, for the entire duration of their
projected use.
The TMA shall be positioned to separate and protect construction workzone
activities from normal traffic flow.
During use, the attenuator shall be in the full down-and-locked position.
For stationary operations, the truck’s parking brake shall be set.
A TMA may be used in lieu of a temporary impact attenuator when approved
by the Engineer as part of a stage traffic control shift to protect an object such as blunt
barrier end or bridge pier column that is located within the work zone clear zone.
This use of a TMA is restricted to a maximum of 3-days or approved extension by the
Project Engineer.
1-10.3(3)K Portable Temporary Traffic Control Signal
Where shown on an approved traffic control plan, the Contractor shall provide,
operate, maintain, and remove a portable temporary traffic control signal system to
provide alternating one-lane traffic operations on a two-way facility. A portable temporary
traffic control signal system shall be defined as two traffic control units that operate
together. The system shall be trailer mounted, fully self-contained, and designed so that
it can be easily transported and deployed at different locations.
The Contractor shall submit the manufacturer’s specifications for the portable
temporary traffic control signal to the Engineer for approval at the pre-construction
meeting or a minimum of two weeks prior to installation, whichever occurs first.
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A manufacturer’s representative is required to demonstrate the capabilities of the
temporary portable signal prior to approval and provide training to contractor personnel
as necessary.
Remote manual control of the portable traffic control signal by the Traffic Control
Supervisor (TCS) or a qualified operator may be allowed if necessitated by Work area
or traffic conditions and as approved by the Engineer.
Maximum length between signal heads shall be 1500-ft unless otherwise shown
on the Plans or ordered by the Project Engineer in accordance with Section 1-04.4.
The Project Engineer or designee will inspect the signal system at initial installation/
operation and either provide or approve the signal timing. Final approval will be based on
the results of the operational inspection.
The Traffic Control Supervisor shall monitor and ensure that the Portable
Temporary Traffic Control Signal is fully operational and maintained as specified by
the manufacturer. This Work may include cleaning and replacing lamps and other routine
maintenance as needed.
If repairs or adjustments are required the Contractor shall respond immediately and
provide flagger traffic control, if the Roadway cannot be safely reopened to two-way
traffic, until such time that repairs can be made. The Contractor shall either repair the
signal or replace with a backup unit within 24-hours.
The Engineer will monitor the traffic, signal operation and order adjustments
as needed based on traffic conditions. Timing adjustments require the approval of
the Project Engineer.
As shown on the traffic control plan, temporary stop bars and “STOP HERE ON
RED Signs (R10-6) shall be provided at the location traffic is expected to stop during
the red display. The stop bar locations shall be illuminated at night. The illumination
shall be the responsibility of the Contractor and shall be adjusted to ensure minimal
glare to motorists.
When not in operation, remove signal heads from the view of traffic or cover signal
heads with bags made of non-ripping material specifically designed for covering signal
heads. Do not use trash bags of any type. Remove, cover, fold, or turn all inappropriate
signs so that they are not readable by oncoming traffic.
The Contractor shall provide and install all field wiring to make a complete and
operational portable traffic control signal and shall maintain the system throughout the
life of the Contract.
Portable temporary traffic signals shall not be installed within 300-feet of at-grade
railroad crossing, or if driveways or Roadway access points are located between the
portable temporary traffic control signals.
1-10.4 Measurement
1-10.4(1) lump Sum Bid for Project (No unit Items)
When the Bid Proposal contains the item “Project Temporary Traffic Control”,
there will be no measurement of unit items for Work defined by Section 1-10 except
as described in Section 1-10.4(3). Also, except as described in Section 1-10.4(3), all
of Sections 1-10.4(2) and 1-10.5(2) are deleted.
No specific unit of measurement will apply to the lump sum item of “Project
Temporary Traffic Control.”
1-10.4(2) Item Bids with lump Sum for Incidentals
When the Bid Proposal does not contain the item “Project Temporary Traffic
Control”, Sections 1-10.4(1) and 1-10.5(1) are deleted and the Bid Proposal will contain
some or all of the following items, measured as noted.
Page 1-124 2010 Standard Specifications M 41-10
1-10 TEMPORARy TRAFFIc cONTROl
No specific unit of measurement will apply to the lump sum item of “Traffic
Control Supervisor.”
“Flaggers and Spotters” will be measured by the hour. Hours will be measured
for each flagging or spotting station, shown on an approved Traffic Control Plan,
when that station is staffed in accordance with Section 1-10.3(1)A. When a flagging
station is staffed on an intermittent basis, no deduction will be made in measured hours
provided that the person staffing the station is in a standby mode and is not performing
other duties.
“Other Traffic Control Labor” will be measured by the hour. Time spent on activities
other than those described herein will not be measured under this item. The hours of
one person will be measured for each patrol route that the Contractor performs the Work
described under Section 1-10.3(2)E, Patrol and Maintain Traffic Control Measures,
regardless of the actual number of persons per route. Hours will be measured for each
person engaged in any one of the following activities:
• Operating a pilot vehicle during one-way piloted traffic control.
• Operating a traffic control vehicle or a chase vehicle during a rolling
slowdown operation.
• Operating a vehicle or placing/removing traffic control devices during the setup
or takedown of a lane closure. Performing preliminary Work to prepare for
placing and removing these devices.
• Operating any of the moving traffic control equipment, or adjusting signing
during a mobile operation as described in Section 1-10.3(2)D.
• Placing and removing Class B construction signs. Performing preliminary
Work to prepare for placing and removing these signs.
• Relocation of Portable Changeable Message Signs within the project limits.
• Installing and removing Barricades, Traffic Safety Drums, Barrier Drums,
Cones, Tubular Markers and Warning Lights and Flashers to carry out approved
Traffic Control Plan(s). Performing preliminary Work to prepare for installing
these devices.
“Construction Signs, Class A” will be measured by the square foot of panel area
for each sign designated on an approved Traffic Control Plan as Class A or for each
construction sign installed as ordered by the Engineer and designated as Class A at
the time of the order. Class A signs may be used in more than one location and will be
measured for each new installation. Class B construction signs will not be measured.
Sign posts or supports will not be measured.
“Sequential Arrow Sign” will be measured by the hour for the time that each sign
is operating as shown on an approved Traffic Control Plan.
“Portable Changeable Message Sign” will be measured by the hour for the time
that each sign is operating as shown on an approved Traffic Control Plan.
“Truck Mounted Impact Attenuator” will be measured per each one time only for
each truck with mounted impact attenuator used on the project. The final pay quantity
shall be the maximum number of truck-mounted impact attenuators in place at any
one time.
“Operation of Truck-Mounted Impact Attenuator” will be measured by the hour for
each truck-mounted attenuator manned and operated. Manned and operated shall be when
the truck-mounted impact attenuator has an operator and is required to move, in operating
position, with the construction operation or when moving the TMA from one position
to another on the project.
No specific unit of measurement will apply to the force account item of “Repair
Truck-Mounted Impact Attenuator”.
2010 Standard Specifications M 41-10 Page 1-125
TEMPORARy TRAFFIc cONTROl 1-10
No specific unit of measurement will apply to the lump sum item of “Other
Temporary Traffic Control”.
No specific unit of measurement will apply to the lump sum item of “Portable
Temporary Traffic Control Signal.”
1-10.4(3) Reinstating Unit Items with Lump Sum Traffic Control
The Contract Provisions may establish the project as lump sum, in accordance
with Section 1-10.4(1) and also include one or more of the items included above
in Section 1-10.4(2). When that occurs, the corresponding measurement provision
in Section 1-10.4(2) is not deleted and the Work under that item will be measured
as specified.
1-10.4(4) Owner-Provided Resources
The Contract Provisions may call for specific items of labor, materials or equipment,
noted in Section 1-10 as the responsibility of the Contractor, to be supplied by the
Contracting Agency. When this occurs, there will be no adjustment in measurement
of unit quantities.
1-10.5 Payment
1-10.5(1) lump Sum Bid for Project (No unit Items)
“Project Temporary Traffic Control”, lump sum.
The lump sum Contract payment shall be full compensation for all costs incurred by
the Contractor in performing the Contract Work defined in Section 1-10 except for costs
compensated by Bid Proposal items inserted through Contract Provisions as described
in Section 1-10.4(3).
1-10.5(2) Item Bids with lump Sum for Incidentals
“Traffic Control Supervisor”, lump sum.
The lump sum contract payment shall be full compensation for all costs incurred
by the Contractor in performing the contract work defined in Section 1-10.2(1)B.
“Flaggers and Spotters”, per hour.
The unit Contract price, when applied to the number of units measured for this item
in accordance with Section 1-10.4(2), shall be full compensation for all costs incurred
by the Contractor in performing the Contract Work defined in Section 1-10.3(1)A.
“Other Traffic Control Labor”, per hour.
The unit Contract price, when applied to the number of units measured for this
item in accordance with Section 1-10.4(2), shall be full compensation for all labor costs
incurred by the Contractor in performing the Contract Work specifically mentioned for
this item in Section 1-10.4(2).
“Construction Signs Class A”, per square foot.
The unit Contract price, when applied to the number of units measured for this
item in accordance with Section 1-10.4(2), shall be full compensation for all costs of
labor, materials and equipment incurred by the Contractor in performing the Contract
Work described in Section 1-10.3(3)A. In the event that “Do Not Pass” and “Pass With
Care” signs must be left in place, a change order, as described in Section 1-04.4, will be
required. When the Bid Proposal contains the item “Sign Covering”, then covering those
signs indicated in the Contract will be measured and paid according to Section 8-21.
“Sequential Arrow Sign”, per hour.
The unit Contract price, when applied to the number of units measured for this item
in accordance with Section 1-10.4(2), shall be full compensation for all costs of labor,
materials and equipment incurred by the Contractor in performing the Contract Work
described in Section 1-10.3(3)B.
Page 1-126 2010 Standard Specifications M 41-10
1-10 TEMPORARy TRAFFIc cONTROl
“Portable Changeable Message Sign”, per hour.
The unit Contract price, when applied to the number of units measured for this item
in accordance with Section 1-10.4(2), shall be full compensation for all costs of labor,
materials and equipment incurred by the Contractor in procuring all portable changeable
message signs required for the project and for transporting these signs to and from
the project.
“Truck-Mounted Impact Attenuator”, per each.
The unit Contract price, when applied to the number of units measured for this
item in accordance with Section 1-10.4(2), shall be full compensation for all costs of
labor, materials and equipment incurred by the Contractor in performing the Contract
Work described in Section 1-10.3(3)J except for costs compensated separately under
the items “Operation of Truck-Mounted Impact Attenuator” and “Repair Truck-Mounted
Impact Attenuator”.
“Operation of Truck-Mounted Impact Attenuator”, per hour.
The unit Contract price, when applied to the number of units measured for this item
in accordance with Section 1-10.4(2), shall be full compensation for all costs of labor,
materials and equipment incurred by the Contractor in operating truck-mounted impact
attenuators on the project.
“Repair Truck-Mounted Impact Attenuator”, by force account.
All costs of repairing or replacing truck-mounted impact attenuators that are
damaged by the motoring public while in use as shown on an approved Traffic Control
Plan will be paid for by force account as specified in Section 1-09.6. To provide a
common Proposal for all Bidders, the Contracting Agency has estimated the amount
of force account for “Repair Truck-Mounted Impact Attenuator” and has entered the
amount in the Proposal to become a part of the total Bid by the Contractor. Truck-
mounted attenuators damaged due to the Contractor’s operation or damaged in any
manner when not in use shall be repaired or replaced by the Contractor at no expense
to the Contracting Agency.
“Other Temporary Traffic Control”, lump sum.
The lump sum Contract payment shall be full compensation for all costs incurred by
the Contractor in performing the Contract Work defined in Section 1-10, and which costs
are not compensated by one of the above-listed items.
“Portable Temporary Traffic Control Signal,” lump sum.
The lump sum Contract price shall be full compensation for all costs of labor,
materials, and equipment incurred by the Contractor in performing the Contract Work
as described in Section 1-10.3(3)K, including all costs for traffic control during manual
control, adjustment, malfunction, or failure of the portable traffic control signals and
during replacement of failed or malfunctioning signals.
1-10.5(3) Reinstating Unit Items with Lump Sum Traffic Control
The Contract Provisions may establish the project as lump sum, in accordance
with Section 1-10.4(1) and also reinstate the measurement of one or more of the items
described in Section 1-10.4(2). When that occurs, the corresponding payment provision
in Section 1-10.5(2) is not deleted and the Work under that item will be paid as specified.
2010 Standard Specifications M 41-10 Page 2-1
DIVISION 2
EARThWORk
2-01 clEARING, GRuBBING, AND ROADSIDE clEANuP
2-01.1 Description
The Contractor shall clear, grub, and clean up those areas staked or described in the
Special Provisions. This Work includes protecting from harm all trees, bushes, shrubs, or
other objects selected to remain.
“Clearing” means removing and disposing of all unwanted material from the
surface, such as trees, brush, down timber, or other natural material.
“Grubbing” means removing and disposing of all unwanted vegetative matter from
underground, such as sod, stumps, roots, buried logs, or other debris.
“Roadside cleanup”, whether inside or outside the staked area, means Work done
to give the roadside an attractive, finished appearance.
“Debris” means all unusable natural material produced by clearing, grubbing,
or roadside cleanup.
2-01.2 Disposal of usable Material and Debris
When possible, the Contractor should sell all usable material such as timber, chips,
or firewood produced by clearing, grubbing, or roadside cleanup. The Contractor shall not
allow the public to fell trees.
The Contractor shall meet all requirements of state, county, and municipal
regulations regarding health, safety, and public welfare in the disposal of all debris.
The Contractor shall dispose of all debris by one or more of the three disposal
methods described below.
Disposal of debris in a Contractor-provided waste site shall meet the requirements
of Section 2-03.3(7)C.
2-01.2(1) Disposal Method No. 1 — Open Burning
The open burning of residue resulting from land clearing is restricted by
Chapter 173-425 of the Washington Administrative Code. No commercial open burning
shall be conducted without authorization from the Washington State Department of
Ecology or the appropriate local air pollution control authority.
Open burning, when permitted, shall be done in a high stack that meets these
requirements:
1. Diameter — at least 20-feet.
2. Height — 1-foot or more for every foot of diameter.
3. Content — clean debris, with stumps free of excess dirt, stacked in well-
ventilated piles.
4. Stacking equipment — debris must be stacked and the fire maintained
by clamshell or similar equipment, not by bulldozer or front-end loader.
5. Number of stacks — no more than one fire every 200-yards may be burning
at one time.
6. Additional debris shall not be added to a burning stack.
2-01.2(2) Disposal Method No. 2 — Waste Site
Debris shall be hauled to a waste site obtained and provided by the Contractor
in accordance with Section 2-03.3(7)C.
Page 2-2 2010 Standard Specifications M 41-10
2-01 clEARING, GRuBBING, AND ROADSIDE clEANuP
2-01.2(3) Disposal Method No. 3 — chipping
Chipping shall be done by machines that can grind debris into wood chips. Wood
chips to be sold may be any size. Unsold chips shall be no larger than 6-square inches and
no thicker than ½-inch. The Contractor shall spread unsold chips evenly on the project
site and tractor-walk them into the ground.
Stumps shall be hauled to a waste site obtained by the Contractor.
2-01.3 construction Requirements
2-01.3(1) clearing
The Contractor shall:
1. Fell trees only within the area to be cleared.
2. Close-cut parallel to the slope of the ground all stumps to be left in the cleared
area outside the slope stakes.
3. Follow these requirements for all stumps that will be buried deeper than 5-feet
from the top, side, or end surface of the embankment or any structure:
a. Close-cut stumps under 18-inches in diameter.
b. Trim stumps that exceed 18-inches in diameter to no more than 12-inches
above original ground level.
4. Leave standing any trees or native growth indicated by the Engineer.
5. Trim all trees to be left standing to the height specified by the Engineer, neatly
cutting all limbs close to the tree trunk.
6. Thin clumps of native growth as the Engineer may direct.
7. Protect, by fencing if necessary, all trees or native growth from any damage
caused by construction operations.
2-01.3(2) Grubbing
The Contractor shall:
1. Grub deep enough to remove all stumps, large roots, buried logs, and other
vegetative material.
2. Grub all areas:
a. Indicated by the Engineer or by the Special Provisions.
b. To be excavated, including area staked for slope treatment.
c. Where subdrainage trenches will be dug, unsuitable material removed,
or Structures built.
d. In which hillsides or existing embankments will be terraced as described
in Section 2-03.3(14).
e. Upon which embankments will be placed, except stumps may be close-cut
or trimmed as allowed in Section 2-01.3(1) item 4.
A Contract may include grubbing without mentioning clearing or roadside cleanup.
In that case, the Contractor shall remove and dispose of all upturned stumps and roots
of windfalls that lie within the cleared area of the Right of Way, even though they are
outside the area staked for grubbing. Such Work shall be incidental to other Work covered
by the Contract.
2010 Standard Specifications M 41-10 Page 2-3
clEARING, GRuBBING, AND ROADSIDE clEANuP 2-01
2-01.3(3) Vacant
2-01.3(4) Roadside cleanup
Roadside cleanup, as ordered by the Engineer, consists of Work not otherwise
provided for in the Contract. Such Work may include:
1. Removing trees, snags, down timber, upturned stumps, large rocks and
boulders, and other unsightly matter outside the areas staked for clearing or
grubbing.
2. Thinning trees or brush.
3. Filling holes, and smoothing and contouring the ground.
4. Shaping the ends of cuts and fills to fit adjacent terrain and to enhance the
area’s appearance.
5. Obliterating abandoned roads and reshaping the areas to blend naturally with
surroundings.
Methods and equipment used in roadside cleanup shall be approved by the Engineer.
2-01.4 Measurement
No unit of measurement shall apply to the lump sum price for clearing and grubbing.
When clearing and grubbing is paid per acre, the following areas will be excluded
from measurement:
1. Any area along an existing Highway that requires no Work.
2. Any gap that requires no Work, provided the gap is at least 50-feet long when
measured parallel to the center line and contains at least 2,500-square feet.
Isolated areas of less than 2,500-square feet that require Work lying between
areas excluded from measurement will be counted as having 2,500-square feet. If these
isolated areas occur intermittently, the final measurement shall not exceed the total area
containing the several isolated areas when measured as continuous.
Clearing and grubbing may be combined in the Proposal. If the Proposal calls for
such combined Work to be measured “per acre,” the measurement methods described
above will apply. If the Proposal designates such combined Work as “lump sum,” the
Contracting Agency will not base payment on any unit of measurement.
2-01.5 Payment
Payment will be made in accordance with Section 1-04.1, for the following Bid
items when they are included in the Proposal:
“Clearing and Grubbing,” per acre or lump sum.
The unit Contract price per acre or lump sum for “Clearing and Grubbing” shall be
full pay for all Work described in this section except “Roadside Cleanup.”
“Roadside Cleanup,” by force account as provided in Section 1-09.6.
To provide a common Proposal for all Bidders, the Contracting Agency has entered
an amount in the Proposal to become a part of the Contractor’s total Bid.
Page 2-4 2010 Standard Specifications M 41-10
2-02 REMOVAl OF STRucTuRES AND OBSTRucTIONS
2-02 REMOVAl OF STRucTuRES AND OBSTRucTIONS
2-02.1 Description
The Work described in this section includes removing and disposing of, or salvaging,
materials named in the Special Provisions or identified by the Engineer. The Work also
includes the backfilling of trenches, holes, or pits that result from such removal.
2-02.2 Vacant
2-02.3 construction Requirements
With certain exceptions, the Contractor shall raze, remove, and dispose of all
buildings and foundations, Structures, fences, and other obstructions that lie wholly or
partially within the Right of Way. The exceptions are utility-owned equipment and any
other items the Contracting Agency may direct the Contractor to leave intact.
When salvageable material is to remain Contracting Agency property, the Special
Provisions will identify the material and describe how the Contractor shall remove it and
where it will be stored.
Any material not named in the Special Provisions as Contracting Agency property
will become the property of the Contractor and shall be removed from the project.
The Contractor may dispose of waste material in Contracting Agency owned sites if
the Special Provisions or the Engineer permits it. Otherwise, the Contractor shall arrange
to dispose of waste at no expense t full depth saw cut between any existing pavement,
sidewalk, curb, or gutter that is to remain and the portion to be removed. For portland
cement concrete pavement removal, a second vertical full depth relief saw cut offset
12-inches to 18-inches from and parallel to the initial saw cut is also required, unless the
Engineer approves otherwise o the Contracting Agency and the disposal shall meet the
requirements of Section 2-03.3(7)C.
2-02.3(1) Removal of Foundations
When removing foundations the Contractor shall:
1. Remove foundations to a depth of at least 5-feet below finished ground
elevation or Subgrade elevation, whichever is lower.
2. Break up basement floors to promote drainage.
3. Fill basements or other cavities left by the removal of Structures. The fill
shall match the level of surrounding ground. Fill within the slopes of the
Roadbed shall be compacted to meet the requirements of Section 2-03.3(14)C,
Method B.
2-02.3(2) Removal of Bridges, Box culverts, and other Drainage Structures
When salvaging any steel or wooden bridge that will remain Contracting Agency
property, the Contractor shall prevent unnecessary damage to the material. Steel members
shall be match-marked.
Unless otherwise directed, the Contractor shall remove foundations of existing
Structures to a point 2-feet below: the finished ground elevation, the adjacent ground
elevation, or the natural stream bottom. If a foundation lies wholly or partially on the
site of a new Structure, it shall be removed to a level that accommodates building the
new Structure.
Any blasting shall be subject to the Engineer’s approval. The Contractor must
complete all blasting before the placement of new Work.
2010 Standard Specifications M 41-10 Page 2-5
REMOVAl OF STRucTuRES AND OBSTRucTIONS 2-02
2-02.3(3) Removal of Pavement, Sidewalks, curbs, and Gutters
In removing pavement, sidewalks, curbs, and gutters, the Contractor shall:
1. Haul broken-up pieces into the Roadway embankment or to some off-
project site.
2. Material that is to be incorporated into the embankment shall be broken into
pieces not exceeding 18-inches in any dimension, and no part of any piece
shall be within 3-feet of the top, side, or end surface of the embankment
or any Structure.
3. Make a vertical full depth saw cut between any existing pavement, sidewalk,
curb, or gutter that is to remain and the portion to be removed. For portland
cement concrete pavement removal, a second vertical full depth relief saw cut
offset 12-inches to 18-inches from and parallel to the initial saw cut is also
required, unless the Engineer approves otherwise. For removal of bituminous
pavement, asphalt planing equipment may be used in lieu of sawcutting
provided that a clean vertical edge remains.
4. Replace at no expense to the Contracting Agency any existing pavement
designated to remain that is damaged during the removal of other pavement.
2-02.4 Measurement
No specific unit of measurement shall apply to the lump sum item of removal of
Structure and obstruction.
2-02.5 Payment
Payment will be made in accordance with Section 1-04.1, for the following Bid item
when it is included in the Proposal:
“Removal of Structure and Obstruction”, lump sum.
If pavements, sidewalks, curbs, or gutters lie within an excavation area, their
removal will be paid for as part of the quantity removed in excavation.
Page 2-6 2010 Standard Specifications M 41-10
2-03 ROADWAy ExcAVATION AND EMBANkMENT
2-03 ROADWAy ExcAVATION AND EMBANkMENT
2-03.1 Description
The Work described in this section, regardless of the nature or type of the materials
encountered, includes excavating and grading the Roadway, excavating in borrow pits,
excavating below grade, excavating channels and ditches, removing slide material, and
disposing of all excavated material. These activities may be performed in making cuts,
embankments, slopes, Roadway ditches, approaches, parking areas, Highway-driveway
intersections, and in completing related Work.
The Work excludes these items if they are designated as pay items in the Contract:
1. Haul.
2. Excavation for Structures and ditches.
3. Removal of unsuitable materials.
The Plans may divide the project into separate areas (Roadway Excavation, Area A,
Roadway Excavation, Area B, etc.). Such division does not imply any classification of
materials in the areas. The boundaries of the areas shall not be changed regardless of how
similar or dissimilar the materials are from one area to another.
All Work described here must reasonably conform to the alignment, grade, and
cross-sections shown in the Plans or established by the Engineer.
2-03.2 Vacant
2-03.3 construction Requirements
2-03.3(1) Widening of cuts
If routine cuts do not supply enough material to form the embankment, the
Contractor shall obtain more fill from cuts inside or outside the Right of Way as the
Engineer may direct or from widening one or both sides of existing cuts as designated
by the Engineer. In either case, the Contractor shall dress the sides of the cuts to any
slopes the Engineer may require. If the Contractor has dressed a cut before the Engineer
orders it widened, the Contracting Agency will pay for the resloping as provided in
Section 1-04.4.
2-03.3(2) Rock cuts
1. Preserving Rock Below Subgrade. The Contractor shall take care not to break
down, loosen, or damage the rock under the Subgrade line, except as provided
by Section 2-03.3(3). Normally cuts will be made from the top, lift by lift, to
protect the rock bench that will remain. The Contractor shall be responsible for
methods used and for any damage caused to the Roadbed, regardless of any
previous approvals by the Engineer.
2. Scaling and Dressing. To leave rock cuts in a safe, stable condition, the
Contractor shall scale and dress them, removing all loose fragments and rocks
not firmly fastened to the rock slope. The Contractor shall also remove any
overhanging rock the Engineer sees as a hazard to Roadway users.
If the Engineer requires it, the Contractor shall remove loose fragments
and rocks lying outside the slope stakes. Payment for such extra Work shall
be by force account as provided in Section 1-09.6. The Contracting Agency
will pay for loading and hauling these materials at the unit Contract prices that
apply or as provided in Section 1-04.4.
3. Drilling and Blasting. Not less than 2 weeks prior to commencing drilling
and blasting operations or at any time the Contractor proposes to change the
drilling and blasting methods, the Contractor shall submit a blasting plan to
2010 Standard Specifications M 41-10 Page 2-7
ROADWAy ExcAVATION AND EMBANkMENT 2-03
the Engineer for review. The blasting plan shall contain the full details of
the drilling and blasting patterns and controls the Contractor proposes to use
for both the controlled and production blasting. The blasting plan submittal
is required for all blasting operations and shall contain at least the following
information:
a) Station limits of proposed shot.
b) Plan and section views of proposed drill pattern including free face,
burden, blast hole spacing, blast hole diameter, blast hole angles, lift
height, and subdrill depth.
c) Loading diagram showing type and amount of explosives, primers,
initiators, and location and depth of stemming.
d) Initiation sequence of blast holes including delay times and delay system.
e) Manufacturer’s data sheets for all explosives, primers, and initiators
to be employed.
Review of the blasting plan by the Engineer shall not relieve the
Contractor of the responsibility for the accuracy and adequacy of the plan when
implemented in the field.
controlled Blasting
When blasting to establish slopes 0.5:1 or steeper, and more than 10-feet
high, the Contractor shall use controlled blasting. The Engineer may require the
Contractor to use controlled blasting to form the faces of other slopes, even if
the slopes could be formed by nonblasting methods.
Controlled blasting refers to the controlled use of explosives and blasting
accessories in carefully spaced and aligned drill holes to provide a free
surface or shear plane in the rock along the specified backslope. Controlled
blasting techniques covered by this Specification include presplitting and
cushion blasting.
In addition to the blasting plan submittal, when using controlled blasting
the Contractor shall:
a) Prior to commencing full-scale blasting operations, the Contractor shall
demonstrate the adequacy of the proposed blast plan by drilling, blasting,
and excavating short test sections, up to 100-feet in length, to determine
which combination of method, hole spacing, and charge works best. When
field conditions warrant, the Contractor may be ordered to use test section
lengths less than 100-feet.
Unless otherwise approved by the Engineer, the Contractor shall begin the
tests with the controlled blast holes spaced 30-inches apart, then adjust if
needed, until the Engineer approves the spacing to be used for full-scale
blasting operations.
b) The Contractor shall completely remove all overburden, soil, and loose or
decomposed rock along the top of the excavation for a distance of at least
30-feet beyond the end of the production hole drilling limits, or to the end
of the cut, before drilling the presplitting holes.
c) The controlled blast holes shall be not less than 2½-inches nor more than
3-inches in diameter.
d) The Contractor shall control drilling operations by the use of the proper
equipment and technique to ensure that no hole deviates from the plane
of the planned slope by more than 9-inches either parallel or normal to
the slope. Drill holes exceeding these limits will not be paid for unless
satisfactory slopes are being obtained.
Page 2-8 2010 Standard Specifications M 41-10
2-03 ROADWAy ExcAVATION AND EMBANkMENT
e) Controlled blast holes shall extend a minimum of 30-feet beyond the
limits of the production holes to be detonated, or to the end of the cut
as applicable.
f) The length of controlled blast holes for any individual lift shall not exceed
20-feet unless the Contractor can demonstrate to the Engineer the ability
to stay within the above tolerances and produce a uniform slope. If greater
than 5-percent of the presplit holes are misaligned in any one lift, the
Contractor shall reduce the height of the lifts until the 9-inch alignment
tolerance is met. Upon satisfactory demonstration, the length of holes
may be increased to a maximum of 60-feet with written approval of
the Engineer.
g) When the cut height requires more than one lift, a maximum 2-foot offset
between lifts will be permitted to allow for drill equipment clearances. The
Contractor shall begin the controlled blast hole drilling at a point that will
allow for necessary offsets and shall adjust, at the start of lower lifts, to
compensate for any drift that may have occurred in the upper lifts.
h) Before placing charges, the Contractor shall determine that the hole is
free of obstructions for its entire depth. All necessary precautions shall
be exercised so that the placing of the charges will not cause caving of
material from the walls of the holes.
i) The maximum diameter of explosives used in presplit holes shall not be
greater than ½ the diameter of the presplit hole.
j) Only standard explosives manufactured especially for controlled blasting
shall be used in controlled blast holes, unless otherwise approved by
the Engineer. Bulk ammonium nitrate and fuel oil (ANFO) shall not be
allowed to be loaded in the presplit holes.
k) If fractional portions of standard explosive cartridges are used, they shall
be firmly affixed to the detonating cord in a manner that the cartridges
will not slip down the detonating cord nor bridge across the hole. Spacing
of fractional cartridges along the length of the detonating cord shall
not exceed 30-inches center to center and shall be adjusted to give the
desired results.
l) Continuous column cartridge type of explosives used with detonating
cord shall be assembled and affixed to the detonating cord in accordance
with the explosive manufacturer’s instructions, a copy of which shall be
furnished to the Engineer.
m) The bottom charge of a presplit hole may be larger than the line charges
but shall not be large enough to cause overbreak. The top charge of the
presplitting hole shall be placed far enough below the collar, and reduced
sufficiently, to avoid overbreaking and heaving.
n) The upper portion of all presplit holes, from the top most charge to the
hole collar, shall be stemmed. Stemming materials shall be sand or other
dry angular material, all of which passes a ⅜-inch sieve.
o) If presplitting is specified, the detonation of these holes shall be fired first.
p) If cushion blasting is specified, the detonation of these holes shall be fired
last on an instantaneous delay after all other blasting has taken place in
the excavation.
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q) Production blast holes shall not be drilled closer than 6-feet to the
controlled blast line, unless approved by the Engineer. The bottom of
the production holes shall not be lower than the bottom of the controlled
blast holes. Production holes shall not exceed 6-inches in diameter, unless
approved by the Engineer. Detonation of production holes shall be on a
delay sequence toward a free face.
r) The use of horizontal blast holes for either production or controlled
blasting is prohibited.
2-03.3(3) Excavation Below Subgrade
Rock Excavation. When the Contractor finds rock or other hard material at the
Subgrade elevation, it shall be excavated the full width of the Roadbed to at least
6-inches below Subgrade, then backfilled with rock fragments, gravel, or other free-
draining material not more than 4-inches in diameter.
If the Contractor uses a Subgrade trimmer, the backfill shall be rock, gravel, or other
free-draining material not more than 2-inches in diameter. The Contractor shall save the
finer free-draining material from excavations or borrow pits to use in backfilling the top
6-inches of the Subgrade. All such material shall be approved by the Engineer.
Sub excavation. At any time, the Engineer may order excavation below Subgrade to
remove soft and uncompactible material. The replacement material shall be free-draining
and granular, or other materials as determined by the Engineer.
Draining Rock Pockets. If blasting below Subgrade leaves a rock pocket that will
not drain, the Contractor shall dig a trench from the pocket bottom to the roadside ditch,
then backfill both the pocket and the trench with rock fragments, gravel, or other material
approved by the Engineer, at no expense to the Contracting Agency.
compaction. If the density of the natural earth under any area of the Roadway is
less than that required in Section 2-03.3(14)C, Method B, the Engineer may order the
Contractor to perform any or all of the following:
1. Scarify the earth to a depth of 6-inches.
2. Aerate or water.
3. Compact the scarified area to the required density.
4. Excavate to a specific depth.
5. Backfill the excavated area in layers, using the previously excavated material or
other material.
6. Compact each layer to meet the compaction requirements for embankments.
2-03.3(4) Sluicing
The Contractor shall not excavate by sluicing unless the Special Provisions
specifically call for it.
2-03.3(5) Slope Treatment
The tops of all Roadway cut slopes, except solid rock cuts, shall be rounded in
accordance with the Standard Plan. Unless otherwise noted in the Plans or Special
Provisions, Class A slope treatment shall be utilized.
If a layer of earth covers a rock cut, the slope shall be rounded above the rock as if it
were an earth slope.
When the Contractor removes stumps or any embedded material from the rounded
area, the void shall be backfilled and stabilized to prevent erosion.
All Work required to complete slope treatment, including excavation, haul, and slope
rounding, shall be included in the unit Bid price for Roadway excavation.
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2-03.3(6) Deposit of Rock for the contracting Agency’s use
At the Engineer’s direction, the Contractor shall deposit excavated rock at the
roadside or elsewhere. If this requires the Contractor to use material that would otherwise
have gone into an embankment, the Contracting Agency will pay for the extra cubic
yards of excavation needed to complete the embankment. Any such rock deposit shall
be Contracting Agency property. The Contractor shall be responsible for safekeeping the
deposit until the Contracting Agency has removed it or until the Contract is completed.
2-03.3(7) Disposal of Surplus Material
2-03.3(7)A General
The Contractor shall haul all excavation to the nearest embankment unless the
Engineer declares the hauling distance to be too great. If excavation yields more material
than needed for nearby embankments, the Contractor shall dispose of the excess in
keeping with the Special Provisions or as the Engineer directs.
2-03.3(7)B haul
When the Contract includes a payment item for haul, the Contracting Agency will
pay as follows for hauling excess excavation to a disposal site:
1. If the Contracting Agency provides a site, but the Contractor chooses to haul
elsewhere, the Contracting Agency will pay for the actual distance up to but not
exceeding the distance that would have been necessary using the Contracting
Agency site.
2. If the Contracting Agency does not provide a site, the Contracting Agency will
pay for the actual distance up to but not exceeding the distance necessary to
haul to a site 1 mile from the project limits.
2-03.3(7)c contractor-Provided Disposal Site
If the Contracting Agency provides no waste site, but requires disposal of excess
excavation or other materials, the Contractor shall arrange for disposal at no expense to
the Contracting Agency, except as provided in Section 2-03.3(7)B, Item 2.
The Contractor shall acquire all permits and approvals required for the use of the
disposal site. The cost of any such permits and approvals shall be included in the Bid
prices for other Work.
The Contractor shall provide the Engineer the location of all disposal sites to be used
and also provide copies of the permits and approvals for such disposal sites before any
waste is hauled off the project.
Disposal of excess material within a wetland area will not be allowed without a
Section 404 permit issued by the U.S. Corps of Engineers and approval by the local
agency with jurisdiction over the wetlands. Wetlands are defined as those areas inundated
or saturated by ground or surface water at a frequency and duration sufficient to support,
and that under normal circumstance do support, a prevalence of vegetation typically
adapted for life in saturated soil conditions. Wetlands generally include swamps, marshes,
bogs, and similar areas.
The Contractor shall protect, indemnify, and save harmless the Contracting Agency
from any damages that may arise from the Contractor’s activities in making these
arrangements. Such indemnity shall be in accordance with RCW 4.24.115 as amended by
CH. 305, Laws of 1986. Any action required to satisfy any permit and/or any approval
requirements in a Contractor provided disposal site shall be performed by the Contractor
at no additional expense to the Contracting Agency.
Reclamation of a Contractor-supplied waste site must conform to the requirements
of Section 3-03.
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ROADWAy ExcAVATION AND EMBANkMENT 2-03
2-03.3(8) Wasting Material
If, against the Engineer’s orders, the Contractor wastes material needed for the
embankment, it shall be replaced at no expense to the Contracting Agency with material
the Engineer approves.
2-03.3(9) Roadway Ditches
At each transition from cut to fill, the Contractor shall divert any Roadway ditch
away from the embankment in natural ground. Ditches shall never permit water to flow
into or upon embankment material.
2-03.3(10) Selected Material
When the Contract or the Engineer calls for it, selected material shall be used
for finishing the top part of the Subgrade, for structural or other backfill, or for other
purposes. Unless the Special Provisions specify otherwise, the Engineer may identify
as “selected” any material excavated within the right-of-way, including the excavation
of local borrow.
Direct hauling. If it is practical, the Contractor shall haul selected material
immediately from excavation to its final place on the Roadbed. The Contracting Agency
will pay for such Work at the unit Contract prices for excavating, hauling, watering,
and compacting.
Delayed Excavation. If it is impractical to haul selected material to its final place
at once, the Contractor shall delay excavation until the placement will be workable.
The Contracting Agency will not pay extra for delayed excavation.
Stockpiling. The Engineer may allow the Contractor to stockpile selected materials
if delaying the excavation will hamper grading or force impractical movements of
equipment. In this case, the Engineer will direct where and when the Contractor shall
excavate, stockpile, haul, and place the selected materials.
Sections 2-03.4 and 2-03.5 describe how the Contracting Agency will measure
and pay for excavating and hauling these stockpiled selected materials. The neat line
volume of material removed will provide the basis for measuring material taken from
the stockpile.
2-03.3(11) Slides
If a slide occurs on a finished slope before final acceptance of the Work, the
Contractor shall remove or replace the slide material. The Contractor shall also refinish
the slope to the condition and with the materials required by the Engineer.
The Contracting Agency will pay for the excavation at the unit Contract price and
for resloping on a force account basis. The Engineer may authorize payment for the
excavation by agreed price or force account if:
1. The slide material cannot be measured accurately; or
2. Excavation of slide material requires equipment not available on the project.
If the Contractor undercuts or destroys a slope, or has failed to implement erosion
control devices as shown in the Contract or in the TESC plan, it shall be resloped to
the original alignment or to a new one established by the Engineer at no expense to the
Contracting Agency.
2-03.3(12) Overbreak
Overbreak includes that part of any material excavated, displaced, or loosened
outside the staked or reestablished slope or grade. Such material is considered overbreak
whether its movement resulted from blasting, from the character of the material itself,
or from any other cause. Overbreak, however, does not include material from slides as
described in Section 2-03.3(11).
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If the Engineer does not approve use of the overbreak, the Contractor shall remove,
haul, and dispose of it at no expense to the Contracting Agency. In this case, the
Contractor shall follow the procedure for handling surplus described in Section 2-03.3(7).
If the Engineer approves, the Contractor may use overbreak:
1. To complete an embankment when the excavated material unexpectedly falls
short of the amount required. The Contracting Agency will pay the Roadway
excavation Contract price for the volume of material the overbreak replaces,
and will pay the Contract price for haul. However, no payment will be made if
overbreak is used when other material is available within the neat lines of the
Roadway prism.
2. To replace borrow excavation originally planned for an embankment. The
Contracting Agency will pay for overbreak used this way at the unit Contract
price for Roadway or borrow excavation, whichever costs less. The Engineer
will include haul to be paid as in the original Proposal in comparing the costs
under the two payment methods.
2-03.3(13) Borrow
Borrow is the excavation of material outside the Roadway prism or outside the
limits of any other excavation area required by the Contract. Before any borrow site can
be used, it must be measured and approved by the Engineer. Any material excavated from
a borrow site before the site is measured will not be paid for. The widening of Roadway
cuts and ditches will be considered Roadway excavation, not borrow.
If the Contract documents designate borrow sources, the Contractor may utilize
those sources or may obtain borrow from other sites. If borrow is obtained from a
Contractor-provided site, there will be no additional cost to the Contracting Agency
beyond the Contract unit price for the excavated borrow material. There will be no
payment for aeration of the borrowed material from a Contractor-provided site, even if
the Contract contains an item for aeration and even if the Contract documents designate
borrow sources.
If neither the Plans nor the Special Provisions name a source for borrow, the
Contractor shall provide a source at no expense to the Contracting Agency.
The Contractor shall reclaim all borrow sites, Contracting Agency-owned,
Contracting Agency-supplied, or obtained by the Contractor, in keeping with
Section 3-03.
2-03.3(14) Embankment construction
The Contracting Agency classifies embankment construction as:
1. Rock embankment — in which the material in all or any part of an embankment
contains 25-percent or more, by volume, gravel or stone 4-inches or more in
diameter. Section 2-03.3(14)A.
2. Earth embankment — made of any material other than that used in rock
embankment. Section 2-03.3(14)B.
unstable Base. If the Engineer believes the natural earth base will impair an
embankment or make it unstable, the Contractor shall stabilize or remove and dispose of
the base material in keeping with this section or Section 2-03.3(14)E.
hillside Terraces. Unless the Engineer directs otherwise, the Contractor shall
terrace the original ground or embankment on hillsides, on the sides of existing
embankments, and in transitions from cuts to fills. Each terrace shall penetrate the slope
at least 5-feet and shall not be more than 5-feet high. The horizontal face of the terrace
shall slope outward at approximately 0.05-foot per foot. The Engineer may order the
Contractor to place gravel backfill, pipe drains or both to drain any seepage.
All costs for building terraces shall be included in the prices for other Work.
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ROADWAy ExcAVATION AND EMBANkMENT 2-03
Soft Base. On wet or swampy ground, the Contractor shall haul and spread
embankment material by methods that will disturb the base as little as possible. If the
Engineer approves, the Contractor may place the lower part of the fill by dumping
and spreading successive loads to form a uniform layer just thick enough to support
equipment used to place and compact upper layers.
Normally the Contractor shall not increase the planned depth of the embankment
over a soft base merely to permit the use of heavier equipment. But if the Contractor
proves that the planned depth will not support light hauling vehicles, the Engineer may
approve a deeper fill. The Contractor shall not claim extra pay if these restrictions require
the use of lighter equipment or different construction methods than originally planned for
use on the soft base.
2-03.3(14)A Rock Embankment construction
The Contractor shall build rock embankments in horizontal layers. No layer shall be
deeper than 18-inches unless the rocks in the fill material average more than 18-inches
in diameter. The Contractor shall separate and distribute the larger pieces of rock and fill
the spaces between them with smaller rocks and earth. With the Engineer’s approval, the
Contractor may dispose of rocks larger than the average size instead of placing them in
the embankment.
compacting. The Contractor shall use a 50-ton compression roller or a vibratory
roller having a dynamic force of at least 40,000-pounds impact per vibration and at least
1,000 vibrations per minute. In either case, the roller shall make one full coverage for
each 6-inches, or any fraction of 6-inches, of lift depth.
When lift depth is 18-inches or less, the Contractor may use a 10-ton compression
roller or a vibratory roller having a dynamic force of at least 30,000-pounds impact per
vibration and at least 1,000-vibrations per minute. In either case, the roller shall make
four full coverages for each 6-inches, or any fraction of 6-inches, of lift depth.
Rollers must exert reasonably even pressure over the area covered. The Contractor
shall limit the speed of compression rollers to no more than 4-miles per hour, and the
speed of vibratory rollers to no more than 1.5-miles per hour.
If possible, the Contractor shall compact the material even further by routing empty
and loaded hauling equipment evenly over the entire width of the embankment.
When the Engineer believes rolling to be physically impractical, rolling may be
omitted on part or all of a layer.
Should excessive moisture threaten the stability of the embankment the Engineer
may order the Contractor to alter the operation. This may include alternating layers of
wet and dry materials, drying materials before placing, or halting Work in the problem
areas. In this case the Contracting Agency will not increase payment, but will pay the unit
Contract prices for the pay items that apply.
Top layer. The Contractor shall build each rock embankment up to 6-inches below
Subgrade. The top 6-inch layer of embankment shall be of rock, gravel, or other free-
draining material that does not exceed 4-inches in diameter. When the Plans require
use of a Subgrade trimmer, these materials in the top layer may not exceed 2-inches
in diameter.
When practical, and as approved by the Engineer, the Contractor shall save the
finer free-draining material from excavations or borrow pits for use in topping rock
fills. If selected materials suitable for topping are available, the Contracting Agency will
pay for them as described in Section 2-03.3(10). If such materials are not available on
site, the Contracting Agency will pay for imported materials by including them in the
unit Contract price for gravel borrow or borrow excavation, each including haul. If the
Proposal does not include these items, the Contracting Agency will pay as provided in
Section 1-04.4.
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2-03.3(14)B Earth Embankment construction
The Contractor shall place earth embankments in horizontal layers of
uniform thickness. These layers shall run full width from the top to the bottom
of the embankment. Slopes shall be compacted to the required density as part of
embankment compaction.
During grading operations, the Contractor shall shape the surfaces of embankments
and excavations to uniform cross-sections and eliminate all ruts and low places that could
hold water. The Contractor shall raise the center of an embankment above the sides.
When the surface of an embankment intersects a side hill, the surface shall be sloped
away at a rate not to exceed 20:1.
2-03.3(14)c compacting Earth Embankments
This section describes three methods (A, B, and C) for building earth embankments.
The Contractor shall use Method B unless the Special Provisions require another method.
Method A. Each embankment shall be made of layers no more than 2-feet thick.
The Contractor shall compact each layer by routing loaded haul equipment over its
entire width. If the Engineer approves, the Contractor may use end dumping to begin
placing a side hill fill too narrow for hauling equipment. When the fill is wide enough, the
remaining layers shall be compacted by the loaded hauling equipment.
Method B. The top 2-feet of each embankment shall be compacted to 95-percent of
the maximum density as determined by the compaction control tests described in Section
2-03.3(14)D. All material below the 2-foot level shall be compacted to 90-percent of the
same maximum density.
In the top 2-feet, horizontal layers shall not exceed 4-inches in depth
before compaction. No layer below the top 2-feet shall exceed 8-inches in depth
before compaction.
The Contractor shall use compacting equipment approved by the Engineer.
Method c. Each layer of the entire embankment shall be compacted to 95-percent
of the maximum density as determined by the compaction control tests described in
Section 2-03.3(14)D.
In the top 2-feet, horizontal layers shall not exceed 4-inches in depth
before compaction. No layer below the top 2-feet shall exceed 8-inches in depth
before compaction.
The Contractor shall use compacting equipment approved by the Engineer.
Under Methods B or C, the Engineer may permit the Contractor to increase layer
thickness up to 18-inches before compaction, provided:
1. The layer is more than 2-feet below the top of the embankment,
2. An approved vibratory roller is used, and
3. The required density is obtained throughout the full depth and width of
each layer.
Whatever the method used, any embankment inaccessible to large compacting
equipment shall be compacted with small mechanical or vibratory compactors.
Moisture content. Within the limits described below, the Contractor shall
adjust moisture content during compaction to produce a firm, stable embankment. The
Contractor shall not begin compaction until the moisture content is so adjusted.
Under Method B, the moisture content of the material shall not exceed 3-percent
above the optimum determined by the tests described in Section 2-03.3(14)D. If the
material contains too little moisture to compact properly, the Engineer may order the
Contractor to water the material in specific amounts. In this case, the Contracting Agency
will pay the unit Contract price for water (Section 2-07).
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Under Method C, the moisture content shall not vary more than 3-percent above or
below optimum determined by the tests described in Section 2-03.3(14)D.
The Engineer may permit the Contractor to place materials having a higher moisture
content than specified in this section if:
1. The material consists of free-draining rock, gravel, or sand that produces a firm,
stable embankment; and
2. The excess moisture will not impair the embankment.
However, the Engineer may at any time require the Contractor to return to normal
moisture-content Specifications.
The Contracting Agency will consider all costs of drying embankment material
to be incidental to other Work. If, however, the Contract includes an aeration item, the
Contracting Agency will pay for such Work as specified in Sections 2-03.4 and 2-03.5.
If weather prevents drying excavation or borrow materials to the required moisture
content, the Engineer may order the Contractor to alter normal procedures or equipment
to prevent damage to the partial or complete embankment. In this case, the Contracting
Agency will not increase payment, but will pay the unit Contract prices for the pay items
that apply.
The Contractor shall repair at no expense to the Contracting Agency any partial
or complete embankment that loses stability because of continued hauling across it.
Evidence of lost stability shall include pumping or rutting. The Contractor shall also alter
hauling equipment or procedures to prevent further damage.
If it appears that rain or snow will soak an area that has been aerated, the Contractor
shall temporarily seal it against the weather. Should the Contractor fail to do so, any
additional aeration required to restore the area to its previous condition shall be done at
no expense to the Contracting Agency.
2-03.3(14)D compaction and Moisture control Tests
Maximum density and optimum moisture content shall be determined by one of the
following methods:
1. Materials with less than 30-percent by weight retained on the No. 4 sieve shall
be determined using FOP for AASHTO T 99 Method A.
2. Materials with 30-percent or more by weight retained on the No. 4 sieve
and less than 30-percent retained on the ¾-inch sieve shall be determined
by WSDOT Test Method No. 606 or FOP for AASHTO T 180 Method D.
The determination of which test procedure to use will be made solely by the
Contracting Agency.
3. Materials with 30-percent or more retained on the ¾-inch sieve shall be
determined by WSDOT Test Method No. 606.
In place density will be determined using Test Methods WSDOT FOP for AASHTO
T 310 and WSDOT SOP for T 615.
2-03.3(14)E unsuitable Foundation Excavation
When the Contract or the Engineer requires it, the Contractor shall excavate unstable
natural ground before building any embankment over it. This unstable material may
include peat, muck, swampland, buried logs and stumps, or other material not fit for an
embankment base. The Contractor shall excavate such material to the boundaries set by
the Engineer.
The Work will not be considered unsuitable foundation excavation if the materials:
1. Came from the Roadway cut, ditch, or channel-change prisms.
2. Resulted from Structure excavation Class A or B.
3. Are covered in Section 2-03.3(3).
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If the Contract provides no Bid item for unsuitable foundation excavation, the
Contracting Agency will pay as provided in Section 1-04.4.
2-03.3(14)F Displacement of unsuitable Foundation Materials
If the Contract requires it, the Contractor shall displace or remove any overburden of
peat, muck, or other unstable material to permit placing the embankment on underlying
firm ground. The Engineer will determine the elevation at which the ground is firm
enough to support the embankment.
To displace such material, the Contractor shall use explosives or any other method
the Engineer requires. If this Work upheaves overburden material outside the slopes of
the new fill, the Contractor shall level the material to make it presentable.
The Contracting Agency will pay for the Work described in this section by
force account. Any other costs related to the Work shall be incidental to building the
embankment and shall be included in the unit Contract prices for the Work items
that apply.
2-03.3(14)G Backfilling
When water fills an area after the removal of soft or unstable materials, the
Contractor shall, if possible, drain the site so that any backfill may be compacted.
If drainage is not possible, the Contractor shall use granular material for backfilling
in water, including areas where blasting has displaced the soft material. The Special
Provisions may require other backfilling methods.
The costs of pumping or digging temporary drainage ditches shall be incidental
to and included in other items of Work that apply.
2-03.3(14)h Prefabricated Vertical Drains
The Contractor shall furnish all necessary labor, equipment and materials, and
perform all operations necessary for the installation of prefabricated vertical drains
in accordance with the details shown in the Plans and with the requirements of
these Specifications.
The prefabricated drain shall consist of a continuous plastic drainage core wrapped
in a nonwoven geotextile material as specified in the Contract.
The drains shall be free of defects, rips, holes, or flaws. During shipment and
storage, the drain shall be wrapped in a heavy-duty protective covering. The storage area
shall protect the drain material from sunlight, mud, dirt, dust, debris, and detrimental
substances. Manufacturer certification shall be provided for all drain materials delivered
to the project.
Vertical drains shall be staked by the Contractor and constructed prior to
embankment construction.
Prior to installation of vertical drains, a sand drainage blanket shall be placed on
the ground surface for use as a working platform. This platform shall have a minimum
depth of 2-feet and shall consist of uncompacted material meeting the requirements of
Section 9-03.13(1).
Vertical drains shall be installed with equipment that will cause a minimum of
subsoil disturbance. A mandrel or sleeve shall be advanced through the subsoil using
vibratory, constant load, or constant rate of advance methods. The mandrel shall have a
maximum cross-sectional area of 14-square inches, shall protect the prefabricated drain
material from tears, cuts, and abrasions during installation, and shall be provided with
an “anchor” plate or rod. The “anchor” plate or rod shall provide sufficient strength
to prevent the soil from entering the bottom during installation and shall anchor the
bottom of the drain at the required depth when the mandrel is removed. Use of falling
weight impact hammers or jetting will not be allowed within the compressible subsoil to
be drained.
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ROADWAy ExcAVATION AND EMBANkMENT 2-03
The prefabricated drains shall be installed vertically from the working surface to
the required elevations and in a sequence that will not require equipment to travel over
previously installed drains. The Contractor shall provide the Engineer with a suitable
means of verifying the plumbness of the equipment and determining the depth of the
drain at any time. The equipment shall not deviate more than 0.25-inches per foot
from vertical.
Splices or connections in the prefabricated drain material shall be done in a
professional manner to ensure continuity of the wick material. The prefabricated drain
shall be cut to leave at least 6-inches protruding above the working platform at each
drain location.
Where obstructions are encountered which cannot be penetrated the Contractor shall
abandon the hole. A maximum of two attempts shall be made to install a new drain within
18-inches of the obstructed hole. Drains that otherwise deviate from the Plan location by
more than 6-inches, or that are damaged or improperly installed, will be rejected.
Installation of the drains should consider and be coordinated with the geotechnical
instrumentation shown in the Plans. Special care shall be taken when installing drains
near instrumentation already in place. Replacement of instrumentation damaged by the
Contractor will be the responsibility of the Contractor.
The Contractor shall demonstrate that the equipment, method, and materials produce
a satisfactory installation in accordance with these Specifications. For this purpose,
the Contractor shall be required to install trial drains at different locations within the
Work area.
At least two weeks prior to the installation of the drainage wicks, the Contractor
shall submit to the Engineer, for review and approval, details of the sequence and method
of installation. The submittal shall, at a minimum, contain the dimensions and length of
mandrel, a detailed description of the proposed method(s) for overcoming obstructions,
and the proposed method(s) for splicing drains.
Approval by the Engineer will not relieve the Contractor of the responsibility to
install prefabricated vertical drains in accordance with the Plans, Special Provisions, and
these Specifications. If, at any time, the Engineer considers the method of installation
does not produce a satisfactory drain, the Contractor shall alter the method and equipment
as necessary.
2-03.3(14)I Embankments at Bridge and Trestle Ends
This Work consists of filling around the ends of trestles and bridges, the area defined
in Section 1-01.3. The Contractor shall begin and complete this Work as soon as possible
after each bridge is completed or when the Engineer requires.
The Contractor shall select fill material from the excavation sources elsewhere on
the project. Bridge Approach Embankments shall be compacted to at least 95-percent of
the maximum density as determined by the tests described in Section 2-03.3(14)D. In
any embankment area where piles will be installed, the Contractor shall remove all solid
material, rocks, broken concrete, etc., larger than 3-inches across that would interfere
with pile driving.
To prevent the bridge from being distorted or displaced, the Contractor shall place
backfill evenly around all sides and parts of the Structure. The Contractor shall not
backfill any abutment prior to placing the Superstructure. After the Superstructure is
in place, use of small compactors may be required to compact the backfill around the
Structure. Embankments and backfill behind the abutments must be brought up in layers
and compacted concurrently. The difference in backfill height against each abutment shall
not exceed 2-feet unless approved by the Engineer.
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The Contractor may request, in writing, approval to place the abutment backfill
(either full or partial height) prior to placement of the Superstructure. To receive this
approval, the Contractor shall submit calculations for the Engineer’s review. The
calculations shall prove that the abutment is stable, both for overturning and sliding,
without the Superstructure in place. The stability calculations shall assume a loading of
30-lbs/ft3 equivalent fluid pressure and include at least a 2-foot surcharge for the backfill
placement equipment. If the abutment backfill is allowed to be placed prior to completion
of the Superstructure, the Contractor shall bear any added cost that results from the
change.
The Contractor shall build the embankment under the bridge to the dimensions
shown in the Standard Plans or detailed in the Plans.
Cost related to all Work described in this section shall be incidental to other Work
and included in the unit Contract prices that apply.
2-03.3(14)J Gravel Borrow Including haul
When required by the Plans or the Engineer, the Contractor shall use gravel borrow
meeting the requirements of Section 9-03.14(1) to:
1. Build structural embankments.
2. Backfill excavation of unsuitable foundation material above the ground water
table.
3. Backfill below-grade excavation above the ground water table.
4. Construct mechanically stabilized earth walls.
5. Construct reinforced soil slopes.
Gravel borrow shall be compacted according to Section 2-03.3(14)C and
2-03.3(14)D.
2-03.3(14)k Select or common Borrow Including haul
When required by the Plans or the Engineer, the Contractor shall use select borrow
meeting the requirements of Section 9-03.14(2), or common borrow meeting the
requirements of Section 9-03.14(3) to:
1. Build embankments.
2. Backfill excavation of unsuitable foundation material above the ground
water table.
3. Backfill below-grade excavation above the ground water table.
Where specified, select borrow may be used for constructing reinforced slopes.
Select borrow and common borrow shall be compacted according to
Section 2-03.3(14)C and 2-03.3(14)D.
2-03.3(14)l Embankment Widening for Guardrail
Embankments widened for the installation of beam guardrail shall be terraced. Each
terrace shall penetrate the slope 2-feet and shall not be more than 5-feet high. Compaction
shall be in accordance with Method A, as specified in Section 2-03.3(14)C. Guardrail
posts shall not be installed until the embankment widening is completed and compacted.
2-03.3(14)M Excavation of channels and Ditches
Channel Excavation includes open excavations 8-feet wide or more at the bottom,
but excludes channels that are part of the Roadway.
Ditch Excavation includes open excavations less than 8-feet wide at the bottom, but
excludes ditches that are part of the Roadway.
Before excavating channels or ditches, the Contractor shall clear and grub the area in
accordance with Section 2-01.
2010 Standard Specifications M 41-10 Page 2-19
ROADWAy ExcAVATION AND EMBANkMENT 2-03
2-03.3(15) Aeration
The Contracting Agency may include aeration as a Contract item if material from
test holes in excavation or borrow sites is too wet to compact properly. Even if the
Contract includes such an item, the Contractor shall make every effort to reduce the
need for aeration. The Contractor shall do so by using methods known to be effective
in building embankments with wet materials. Such methods include open ditching to
drain excavation areas or alternating layers of wet and dry materials. These and similar
methods will be incidental to excavation and their costs shall be included in the unit
Contract price for Roadway excavation, for borrow excavation (including haul), and
for haul.
If aeration is not a Contract item, its cost shall be incidental to and included in the
excavation and embankment items.
Aeration Equipment. The Engineer may direct the Contractor to use aeration
equipment in these areas: Roadway excavation, borrow sites, or embankments. The
Contracting Agency does not guarantee the moisture-reducing effectiveness of any single
type of equipment. The Engineer may, however, require the use of any type that will best
aerate a given area.
If the Contractor uses any of the following types of equipment, it shall meet these
minimum requirements:
1. Heavy duty power grader. This machine shall have a moldboard measuring
12-feet long, 24-inches high, and ¾-inch thick. Each grader shall carry its
maximum number of standard scarifier-rippers or discs.
2. Heavy duty gang plow. It shall have at least five 16-inch bottoms. Its tractor
shall be able to move no less than 1½-miles per hour while plowing at least
9-inches deep through fairly wet material.
3. Heavy duty tandem discs. This machine shall cut a swath at least 8-feet wide
with discs no less than 28-inches in diameter. Its tractor shall be able to turn
fairly wet material at least 6-inches deep while moving at 2-miles per hour
or more.
4. Heavy duty self-propelled, rotary pulverizer. This machine shall have paddles
attached to a transverse shaft. It shall travel 1½-miles per hour or more while
aerating a swath at least 6-feet wide to a depth of 6-inches.
The Contractor shall not use any aerating equipment listed above in tandem nor use
any of this equipment to carry out other Bid items of Work while aerating.
The Engineer may halt aerating Work when weather conditions prevent
satisfactory results.
2-03.3(16) End Slopes
The Engineer will determine when and where to build end slopes, whether these
occur at the beginning or end of a project, at the borders of excavation or embankments,
at bridge ends, or elsewhere. The Contractor shall build end slopes not detailed in the
Plans to the line and grade designated by the Engineer regardless of centerline limits
shown in the Plans. All Work to complete and maintain these end slopes shall be
considered as Work to be performed under the Contract.
2-03.3(17) Snow Removal
If snow deep enough to interfere with the Work covers a cut or an embankment, the
Contractor shall remove and deposit it outside the slope stakes. Snow removal must be
done at least 100-feet ahead of excavation and embankment Work. The Contractor shall
remove snow at no expense to the Contracting Agency.
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2-03 ROADWAy ExcAVATION AND EMBANkMENT
2-03.3(18) Stepped Slope construction
When the Plans or the Engineer requires it, the Contractor shall shape slopes cut in
soft rock to a stepped pattern conforming closely to the typical cross-section in the Plans.
Stepped slopes shall meet these requirements:
1. Each step shall be 1 to 2-feet high.
2. The horizontal depth of each step will depend on its relationship to the staked
slope ratio. The approximate midpoint of each horizontal tread shall occur on
the staked slope line.
3. The treads shall be approximately level in all directions.
4. The ends of the steps shall be blended into the natural ground, with loose
material removed from transitional areas.
5. If the Contractor cannot rip a rock outcropping within a cut, the steps shall be
blended into the rock.
6. Large rocks and material that may fall into the ditch line or onto the Roadway
shall be removed, but scaling is not required.
The compaction and seeding requirements of Section 8-01.3(2) shall not apply to
stepped slope construction.
The Contracting Agency will measure stepped slope excavation by the area defined
by the staked slope line. The unit Contract price per cubic yard for Roadway or borrow
excavation shall be full pay for all labor and equipment required to build stepped slopes.
2-03.4 Measurement
Roadway excavation, channel excavation, ditch excavation, unsuitable foundation
excavation, and common borrow items will be measured by the cubic yard. All
excavated material will be measured in the position it occupied before the excavation
was performed. An original ground measurement will be taken using cross-section or
digital terrain modeling survey techniques. For Roadway excavation, channel excavation,
and ditch excavation items, the original ground will be compared with the planned
finished section shown in the Plans. Slope/ground intercept points defining the limits of
the measurement will be as staked. For unsuitable foundation excavation and common
borrow items, the original ground will be compared with a survey of the excavation area
taken after the Work is completed. When the Contracting Agency requires excavated
material to be stockpiled, re-excavated and moved again, a second measurement will
be made, adding quantity for the same item used in the original excavation. The second
measurement will be a comparison of the original cross-section of the stockpile with a
cross-section of the stockpile area after the second excavation is completed.
If the excavation item does not include Haul, then the measurement provisions of
Section 2-04 shall apply.
Gravel borrow and select borrow will be measured by the cubic yard or ton.
Measurement by cubic yard will be made in the hauling vehicle.
Sand drainage blanket will be measured by the ton with deductions made for the
weight of moisture above 8-percent.
Embankment compaction (Methods B and C in Section 2-03.3(14)C) will be
measured by the cubic yard. An original ground measurement will be taken using cross-
section or digital terrain modeling survey techniques. Quantities will be determined based
on a comparison of the original ground measurement with the finished embankment
section as staked. No allowance will be made for material that settles. No deduction will
be taken for other items constructed within the embankment (bridge abutments, piers,
columns, backfill, pipes, etc.). The Contracting Agency will exclude from compaction
measurement material that is wasted or placed under water and not compacted in layers
as provided by Sections 2-03.3(14)A and 2-03.3(14)C. In cuts, where excavation has
2010 Standard Specifications M 41-10 Page 2-21
ROADWAy ExcAVATION AND EMBANkMENT 2-03
been made below the planned Subgrade elevation, and in fills where excavation has
been made below original ground, compaction will be measured by the cubic yard in the
cross-section of compacted backfill material. When material below grade in cuts or in
original ground beneath fills is scarified and recompacted, embankment compaction will
be measured by its compacted depth, up to a maximum of 6-inches. There is no specific
unit of measure and no measurement will be made for method A compaction as described
in 2-03.3(14)C.
No specific unit of measure will apply to the force account item of “Aeration”.
Controlled blasting of rock face will be measured by the linear foot of hole drilled.
Holes will be measured from the top of the rock surface to the elevation of the Roadway
ditch or to a bench elevation set by the Engineer. Quantities shown in the Plans are based
on 30-inch hole spacing. Actual quantities will depend on field conditions and results
from test sections.
Prefabricated vertical drains will be measured by the linear foot. Trial drains will be
measured and included in the payment quantity for the prefabricated vertical drains. The
drains will be measured from the top of the working platform to the bottom of each hole.
2-03.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal:
“Roadway Excavation,” per cubic yard.
“Roadway Excavation Incl. Haul,” per cubic yard.
“Roadway Excavation – Area ____,” per cubic yard.
“Roadway Excavation Incl. Haul – Area ____,” per cubic yard.
“Channel Excavation”, per cubic yard.
“Channel Excavation Incl. Haul”, per cubic yard.
“Ditch Excavation”, per cubic yard.
“Ditch Excavation Incl. Haul”, per cubic yard.
The unit Contract price per cubic yard for “Roadway Excavation,” “Roadway
Excavation Incl. Haul,” “Roadway Excavation – Area __,” “Roadway Excavation Incl.
Haul – Area ___,” “Channel Excavation,” “Channel Excavation Incl. Haul,” “Ditch
Excavation,” and “Ditch Excavation Incl. Haul” shall be full compensation for all costs
incurred for excavating, loading, placing, or otherwise disposing of the material.
For “Haul”, the unit Contract price as provided in Section 2-04 shall apply, except
when the pay item is shown as including Haul. In that case the unit Contract price per
cubic yard shall include “Haul.” When a bid item is not included in the proposal for
channel excavation or ditch excavation, all costs shall be included in roadway excavation.
When the Engineer orders Work according to Section 2-03.3(3), unit Contract prices
shall apply unless the Work differs materially from the excavation above Subgrade, then
payment will be in accordance with Section 1-04.4.
“Unsuitable Foundation Excavation”, per cubic yard.
“Unsuitable Foundation Excavation Incl. Haul”, per cubic yard.
The unit Contract price per cubic yard for “Unsuitable Foundation Excavation”
and “Unsuitable Foundation Excavation Incl. Haul” shall be full payment for all costs
incurred for excavating, loading, and disposing of the material. For “Haul”, the unit
Contract price as provided in Section 2-04 shall apply, except when the Bid item is
shown as including Haul. In that case, the unit Contract price per cubic yard shall include
“Haul.”
“Common Borrow Incl. Haul”, per cubic yard.
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2-03 ROADWAy ExcAVATION AND EMBANkMENT
The unit Contract price per cubic yard for “Common Borrow Incl. Haul” shall be
full compensation for all costs incurred for excavating, loading, hauling, placing, or
otherwise disposing of the material. The unit Contract price includes removing, disposing
of, wasting, or stockpiling any material in the borrow site that does not meet the
Specifications for “Common Borrow”.
“Select Borrow Incl. Haul”, per ton.
“Select Borrow Incl. Haul”, per cubic yard.
“Gravel Borrow Incl. Haul”, per ton.
“Gravel Borrow Incl. Haul”, per cubic yard.
“Sand Drainage Blanket”, per ton.
The unit Contract price per ton or cubic yard for “Select Borrow Incl. Haul”,
“Gravel Borrow Incl. Haul” and “Sand Drainage Blanket” shall be full compensation
for all costs incurred for excavating, loading, hauling, and placing the material unless
otherwise specified in the Proposal.
“Embankment Compaction”, per cubic yard.
The unit Contract price per cubic yard for “Embankment Compaction” shall be
full compensation for all costs incurred for all material, labor, tools, equipment, and
incidentals required.
When embankments are constructed using Method A compaction, payment for
embankment compaction will not be made as a separate item. All costs for embankment
compaction shall be included in other Bid items involved.
If the Bid item “Embankment Compaction” is not provided in the Proposal,
compensation for costs incurred to perform the Work described in Section 2-03.3(14),
Embankment Construction, shall be included in payment for other items of Work in
the Contract.
“Aeration”, by force account.
“Aeration” will be paid for by force account as specified in Section 1-09.6. The
payment for aeration and other related unit Contract prices shall be full compensation
for all costs incurred to perform the Work described in Section 2-03.3(15). Should the
Contractor fail to seal an aerated area prior to inclement weather, additional aeration to
restore the area to its previous condition shall be at the Contractor’s expense.
For the purpose of providing a common Proposal for all Bidders, the Contracting
Agency has entered an amount in the Proposal to become a part of the total Bid by
the Contractor.
“Controlled Blasting of Rock Face”, per linear foot.
The unit Contract price per linear foot for “Controlled Blasting of Rock Face”
shall be full compensation for all costs incurred to perform the Work described in
Section 2-03.3(2). Measurement and payment for Roadway excavation and haul related
to blasting shall be as provided under those items in this section and shall include
the volume of material excavated from the benches or setbacks approved for drilling
separate lifts.
“Prefabricated Vertical Drain”, per linear foot.
The unit Contract price per linear foot shall be full compensation for all costs
incurred to perform the Work, including trial drains, as described in Section 2-03.3(14)H.
2010 Standard Specifications M 41-10 Page 2-23
hAul 2-04
2-04 hAul
2-04.1 Description
This Work consists of transporting excavated material from its original site to its
final place in the Work.
The balance points shown in the Plans are only approximate. The Engineer
may change the balance points to help equalize quantities of materials or to dispose
of surpluses.
When the Plans require hauling, the Contractor shall not substitute wasting or
borrowing. The Contracting Agency will not pay extra for cross-hauling unless the
Engineer so orders.
2-04.2 Vacant
2-04.3 Vacant
2-04.4 Measurement
The Contracting Agency will measure haul in units of haul where one unit equals
100-cubic yards of excavated material hauled 100-feet.
Excavated material will be measured in its original position. The Engineer will
provide a copy of the location mass diagram upon request.
haul On Right of Way. To compute units of haul, the Contracting Agency will
measure haul distance parallel to the centerline (or base line) of the Highway. Lateral
distance (cross-hauling) will not be measured.
Quantities to be measured in this way include: (1) material from the Roadway prism
or prisms, (2) borrow from widened cuts, (3) waste deposited in the Right of Way or
alongside it, and (4) material from Auxiliary Lanes — Frontage Roads, speed change
lanes, paralleling and loop ramps, cross roads, and other lanes that supplement through-
traffic movements.
If the Plans show more than one centerline or base line (as in a multi-lane Highway),
the Plans or Special Provisions will describe the line by which haul will be computed.
Waste haul Off Right of Way. The Contracting Agency will measure the cross-
section and length of any waste embankment to calculate waste quantities. If the Plans or
Special Provisions do not specify a haul route, the Contracting Agency will compute haul
along the long axis of the waste embankment, thence along a line running perpendicular
to the Highway center line, starting at the center line and ending at the nearest end of the
waste embankment.
However, when a route is specified, haul distance will be measured along that route.
If the Contractor chooses to use a route shorter than that computed or specified, the
Contracting Agency will base payment on the length of the route actually used.
2-04.5 Payment
Payment will be made in accordance with Section 1-04.1, for the following Bid item
when it is included in the Proposal:
“Haul”, per unit.
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2-05 VAcANT
2-05 VAcANT
2010 Standard Specifications M 41-10 Page 2-25
SuBGRADE PREPARATION 2-06
2-06 SuBGRADE PREPARATION
2-06.1 Description
This Work consists of preparing graded Roadbed for surfacing or surfaced Roadbed
for paving.
2-06.2 Vacant
2-06.3 construction Requirements
2-06.3(1) Subgrade for Surfacing
In preparing the Roadbed for surfacing, the Contractor shall:
1. Remove from the Roadbed, immediately before placing surfacing materials, all
brush, weeds, vegetation, grass, and other debris.
2. Dispose of all debris as the Engineer directs.
3. Drain water from all low spots or ruts.
4. Shape the entire Subgrade to a uniform surface running reasonably true to the
line, grade, and cross-section as staked.
5. If necessary, the Contractor shall process the Subgrade in cut areas to remove
materials too coarse for mechanical trimming and recompaction.
6. Compact the Subgrade to a depth of 6-inches. Compaction shall achieve
95-percent of the maximum density determined under the tests described in
Section 2-03.3(14)D. If the underlying material is too soft to permit proper
compaction of the Subgrade, the Contractor shall loosen, aerate (or excavate
and remove), and compact the Subgrade until the top layer can be compacted
as required.
7. Remove excess material that does not drift to low spots during grading and
shaping. The Contractor shall dispose of this excess by placing it where the
Subgrade lacks material or by wasting it, as the Engineer directs.
8. Add materials as the Engineer directs where the Subgrade needs more to bring
it up to grade. The Contractor shall water and compact these added materials as
needed to produce a true finished Subgrade.
If the Contract requires a trimming machine, it shall:
1. Maintain the grade and transverse slopes automatically through sensors that
respond to reference lines on both edges of each Roadway.
2. Create a smooth, uniform surface free from chatter and ripples.
2-06.3(2) Subgrade for Pavement
Before any paving is placed, the Contractor shall bring the Subgrade to the required
line, grade, and cross-section. The Contractor shall compact the Subgrade to a depth of
6-inches to 95-percent standard density as determined by the compaction control tests
for granular materials. The compacted area shall be wide enough to let paving machines
operate without visible distortion of surfacing material.
The Contractor shall maintain the Subgrade in the required condition until the
pavement is placed. The Contractor may remove material just before paving if the Plans
require thicker areas of pavement.
Page 2-26 2010 Standard Specifications M 41-10
2-06 SuBGRADE PREPARATION
2-06.4 Vacant
2-06.5 Measurement and Payment
2-06.5(1) Subgrade constructed under Same contract
Surfacing or Treated Base. If the Contractor builds a Subgrade for surfacing or
treated base, the Contracting Agency will consider Subgrade preparation as part of the
construction Work. In this case, measurement and payment will conform to Section 2-03.
Such payment shall be the full price for all Subgrade preparation Work.
Pavement. If the Contractor builds a Subgrade for pavement, the Contracting
Agency will follow the criteria in Section 5-04 (for HMA pavement) or Section 5-05
(for cement concrete pavement) to measure and pay for materials used to prepare the
Subgrade. The Contracting Agency will measure and pay for water as specified in
Section 2-07.
2-06.5(2) Subgrade Not constructed under Same contract
When the Contractor prepares an existing Subgrade for surfacing (one not built
under the present Contract), the Contracting Agency will measure and pay for the Work
by these criteria:
1. Final conditioning. All the following Work on the Subgrade shall be included
in other Contract Bid items: clearing vegetation and other debris, draining
water, smoothing to prepare for staking, grading, shaping, and compacting to a
6-inch depth to final line, grade, and cross-section.
2. Excess Materials. If the Contractor must dispose of excess materials during
grading and shaping, the Contracting Agency will measure and pay for
the Work as Roadway excavation. If the Contract includes no pay item for
Roadway excavation, the Contracting Agency will measure and pay as provided
in Section 1-04.4.
3. Added Materials. If the Subgrade requires more materials, the Contracting
Agency will pay the unit Contract price for each kind of material the Contractor
provides. The unit Contract price shall be full pay for furnishing, placing,
and compacting the materials. When unit Contract prices do not apply,
the Contracting Agency will measure and pay for the Work as provided in
Section 1-04.4.
4. Excavation and Backfill. If the Engineer orders the Contractor to excavate
unstable spots in the Subgrade, the Contracting Agency will measure and pay
for the Work as Roadway excavation. If the Contract does not include Roadway
excavation as a pay item, payment will be by agreed price or force account. The
Contracting Agency will pay unit Contract prices for suitable backfill material
when included in the Contract and will pay as provided in Section 1-04.4 when
not included.
5. Subgrade Protection. No payment shall be made for protecting the Subgrade.
2010 Standard Specifications M 41-10 Page 2-27
WATERING 2-07
2-07 WATERING
2-07.1 Description
This Work consists of furnishing, hauling, and applying water for compacting
embankments, constructing Subgrade, placing of crushed surfacing, dust control, and
as the Engineer requires.
2-07.2 Vacant
2-07.3 construction Requirements
The Contractor shall apply water by means of tank trucks equipped with spray bars.
Spray controls shall ensure that the water flows evenly and in the amounts required by the
Engineer. The Engineer may direct that the Contractor apply water at night or early in the
morning to reduce evaporation losses.
2-07.4 Measurement
Water will be measured by the gallon using tanks or tank trucks of known capacity
or by meters approved by the Engineer. The Contractor shall supply and install any
meters at no expense to the Contracting Agency.
2-07.5 Payment
Payment will be made in accordance with Section 1-04.1, for the following Bid item
when it is included in the Proposal:
“Water”, per M gal.
The unit Contract price per M gallon for “Water” shall be full pay for all labor,
materials, tools, and equipment necessary to furnish, haul, and apply the water.
When the Contract does not include water as a pay item, providing and applying the
water shall be incidental to construction. All costs shall be included in the other Contract
pay items.
Page 2-28 2010 Standard Specifications M 41-10
2-08 VAcANT
2-08 VAcANT
2010 Standard Specifications M 41-10 Page 2-29
STRucTuRE ExcAVATION 2-09
2-09 STRucTuRE ExcAVATION
2-09.1 Description
Structure excavation consists of excavating and disposing of all natural material or
man-made objects that must be removed to make way for bridge foundations, retaining
walls, culverts, trenches for pipelines, conduits, and other Structures as shown in
the Plans.
This Work also includes, unless the Contract provides otherwise, removing whole
or partial Structures, grubbing Structure sites that would not otherwise be grubbed,
building and later removing shoring, cofferdams, or caissons, pumping or draining
excavated areas, protecting excavated materials from the weather, and placing and
compacting backfill.
2-09.2 Materials
Materials shall meet the requirements of the following sections:
Portland Cement 9-01
Fine Aggregate for Portland Cement Concrete 9-03.1(2)
Admixture for Concrete 9-23.6
Fly Ash 9-23.9
Ground Granulated Blast Furnace Slag 9-23.10
Water 9-25
2-09.3 construction Requirements
2-09.3(1) General Requirements
All Structure excavation, trenching, and shoring shall be performed in strict
compliance with Chapter 296-155 WAC as well as all other applicable local, Contracting
Agency, and Federal laws and regulations.
2-09.3(1)A Staking, cross-Sectioning, and Inspecting
The Contractor shall not begin excavating until after the stakes have been set to
locate and/or outline the Structure and taken cross-sections to determine how much
material to remove. The Engineer will occasionally inspect material taken from and
material remaining in the excavation.
2-09.3(1)B Depth of Excavation
The Contractor shall excavate foundation pits to the depth the Plans require, or to
any revised depth ordered by the Engineer.
2-09.3(1)c Removal of unstable Base Material
When the material at the bottom of an excavation is not stable enough to support the
Structure, the Contractor shall excavate below grade and replace the unstable material
with gravel backfill.
Gravel backfill shall meet the requirements of Section 9-03.12. It shall be placed
in layers not more than 6-inches thick with each layer compacted to 95-percent of the
maximum density determined by the Compaction Control Test, Section 2-03.3(14)D.
2-09.3(1)D Disposal of Excavated Material
The Engineer may direct the Contractor to dispose of excavated material in
embankments, backfills, or remove it from the site.
All costs for disposing of excavated material within the project limits shall be
included in the unit Contract price for Structure excavation, Class A or B. If, however, the
Contractor must load and haul the material to a disposal site, the Contracting Agency will
Page 2-30 2010 Standard Specifications M 41-10
2-09 STRucTuRE ExcAVATION
pay as provided in Section 1-04.4 for loading and hauling. The Contracting Agency will
not pay for handling at the disposal site. Any such disposal shall meet the requirements of
Section 2-03.3(7)C.
If the Contract includes Structure excavation, Class A or B, including haul, the
unit Contract price shall include all costs for loading and hauling the material the full
required distance.
2-09.3(1)E Backfilling
The backfilling of openings dug for Structures shall be a necessary part of and
incidental to the excavation. Unless the Engineer directs otherwise, backfill material shall
be nonclay material containing no pieces more than 3-inches across, no frozen lumps, and
no wood or other foreign material.
When specified in the Contract or when approved by the Engineer, the Contractor
shall supply controlled density fill as backfill material.
Alternative Sources. When material from Structure excavation is unsuitable for use
as backfill, the Engineer may require the Contractor to:
1. use other material covered by the Contract if such substitution involves Work
that does not differ materially from what would otherwise have been required;
2. substitute selected material in accordance with Section 2-03.3(10);
3. use Controlled Density Fill (CDF) also known as Controlled Low Strength
Material (CLSM)), or;
4. obtain material elsewhere. Material obtained elsewhere will be paid for in
accordance with Section 1-04.4.
controlled Density Fill (cDF) or controlled low-Strength Material (clSM).
CDF is a self compacting, cementitious, flowable material requiring no subsequent
vibration or tamping to achieve consolidation. The Contractor shall provide a mix design
in writing to the Engineer on WSDOT Form 350-040 and utilize ACI 229 as a guide to
develop the CDF mix design. No CDF shall be placed until the Engineer has reviewed the
mix design. CDF shall be designed to have a minimum 28-day strength of 50 psi and a
maximum 28-day strength not to exceed 300-psi. The CDF consistency shall be flowable
(approximate slump 3 to 10-inches).
The following testing methods shall be used by the Contractor to develop the CDF
mix design:
28-day compressive strength - ASTM D 4832,
Unit weight, yield, and air content - ASTM D 6023,
Slump - WSDOT FOP for AASHTO T 119.
The water/cement ratio shall be calculated on the total weight of cementitious
material. The following are considered cementitious materials: Portland cement, fly ash,
ground granulated blast furnace slag and microsilica fume.
Admixtures used in CDF shall meet the requirements of Section 9-23.6, Admixtures
for Concrete, and foaming agents, if used, shall meet the requirements of ASTM C 869.
Admixtures shall be used in accordance with the manufacturer’s recommendations and
non-chloride accelerating admixtures may be used to accelerate the hardening of CDF.
CDF shall meet the requirement of Section 6-02.3(5)C and shall be accepted based
on a Certificate of Compliance. The producer shall provide a Certificate of Compliance
for each truckload of CDF in accordance with Section 6-02.3(5)B.
Stockpiling. The Engineer may require the Contractor to selectively remove
and stockpile any usable material excavated for a Structure. If this material meets
the requirements for gravel backfill for walls it may replace gravel as wall or
abutment backfill.
2010 Standard Specifications M 41-10 Page 2-31
STRucTuRE ExcAVATION 2-09
If the Contractor stockpiles excavated material for use as backfill, it shall be
protected with plastic sheeting or by some other method from contamination and weather
damage. If the material becomes too wet or contaminated in the stockpile, the Contractor
shall dispose of and replace it with an equal amount of suitable material, all at no expense
to the Contracting Agency. All costs for storing, protecting, rehandling, and placing
stockpiled material shall be included in the unit Contract price for Structure excavation,
Class A or B.
compaction. Backfill from Structure excavation shall be placed and compacted in
keeping with the following requirements:
1. Backfill supporting Roadbed, Roadway embankments, or Structures, including
backfill providing lateral support for noise barrier wall foundations, luminaire
poles, traffic signal standards, and roadside and overhead sign Structure
foundations shall be placed in horizontal layers no more than 6-inches thick
with each layer compacted to 95-percent of the maximum density determined
by the Compaction Control Test according to Section 2-03.3(14)D.
2. Gravel backfill for drains shall be placed in horizontal layers no more than
12-inches thick, with each layer compacted by at least three passes of a
vibratory compactor approved by the Engineer.
3. All other structure excavation backfill shall be placed in layers no more than
2-feet thick (loose), with each layer tamped and graded so that final settling will
leave the backfill flush with surrounding ground.
4. Compaction of controlled density fill will not be required.
Timing. Backfill shall not be placed against any concrete Structure until the concrete
has attained 90-percent of its design strength and a minimum age of 14-days, except that
reinforced concrete retaining walls 15-feet in height or less may be backfilled after the
wall has attained 90-percent of its design compressive strength and curing requirements
of Section 6-02.3(11) are met. Footings and columns may be backfilled as soon as forms
have been removed, so long as the backfill is brought up evenly on all sides.
The Engineer may order the Contractor to use lean concrete in backfilling around
piers and in front of abutments and walls. The Contracting Agency will pay for such
backfilling as provided in Section 1-04.4.
If water prevents the Contractor from properly placing and compacting backfill, it
shall be removed by pumping or other means.
All costs not defined in this section that relate to providing, placing, and compacting
backfill shall be at the Contractor’s expense.
2-09.3(1)F Items to Remain
If the Contractor damages or removes pavement or anything else meant to remain
outside the excavation area, it shall be repaired or replaced at no expense to the
Contracting Agency.
2-09.3(2) Classification of Structure Excavation
1. class A. Structure excavation required for bridge and retaining wall footings,
pile caps, seals, and wingwalls shall be classified as Structure excavation
Class A. If the excavation requires a cofferdam, structural shoring, or extra
excavation, the work outside the neat lines of the Structure excavation Class A
shall be classified as shoring or extra excavation Class A.
2. class B. All other Structure excavation shall be Class B. If this excavation
requires cofferdams, shoring, or extra excavation, the work outside the neat
lines of the Structure excavation Class B shall be classified as shoring or extra
excavation Class B.
Page 2-32 2010 Standard Specifications M 41-10
2-09 STRucTuRE ExcAVATION
2-09.3(3) construction Requirements, Structure Excavation, class A
2-09.3(3)A Preservation of channel
When foundations or Substructures are to be built in or next to running streams, the
Contractor shall:
1. Excavate inside cofferdams, caissons, or sheet piling unless dredging or open
pit excavation is permitted.
2. Backfill foundations placed inside cofferdams and behind sheet piling prior
to removing cofferdams or sheet piling. This backfill shall be level with the
original streambed and shall prevent scouring.
3. Remove any excavation material that may have been deposited in or near the
stream so that the watercourse is free from obstruction.
4. Maintain water depth and horizontal clearances required for traffic to pass on
navigable streams, furnishing any channel signals or lights required during
construction.
5. Place riprap around the outside of cofferdams, as specified, to repair
local scour.
2-09.3(3)B Excavation using Open Pits — Extra Excavation
The Contractor may dig open pits or perform extra excavation without shoring or
cofferdams, if:
1. Footings can be placed in dry material away from running water.
2. The integrity of the completed Structure and its surroundings is not reduced.
3. Worker safety is ensured as required by law.
4. The excavation does not disturb the existing pavement or any other adjacent
structural elements.
If a slide occurs in an open pit, the Contractor shall remove the slide material. If the
slide disturbs an area over which a Highway will be built, the Contractor shall backfill
and compact the site to the original ground line as approved by the Engineer. If the slide
damages an existing facility such as a Roadway or Structure, the Contractor shall repair
the damage caused by the slide. The Contractor shall pay all costs related to removing
slide material and restoring the slide area, including the repair of any pavement or
structural elements damaged by the slide.
The Contractor shall drain or pump any water from the pit, taking care not to stir
up or soften the bottom. If equipment in the pit or inadequate water removal makes the
foundation material unstable, the Contractor shall, at no expense to the Contracting
Agency, remove and replace it with material the Engineer approves.
When the Engineer believes ground water flow may impair a concrete footing, the
Contractor shall place under it a layer of gravel at least 6-inches thick. Before placing
the gravel, the Contractor shall excavate to whatever grade the Engineer requires. This
provision shall not apply to the building of concrete seals.
The Contractor may omit forms when the earthen sides of a footing excavation will
stand vertically. In this case, the Contractor may excavate to the neat line dimensions of
the footing and pour concrete against the undisturbed earth. If the hole is larger than neat
line dimensions, the Contractor shall bear the cost of the extra concrete.
For open temporary cuts, the following requirements shall be met:
1. No vehicular or construction traffic, or construction surcharge loads will be
allowed within a distance of 5-feet from the top of the cut.
2. Exposed soil along the slope shall be protected from surface erosion.
2010 Standard Specifications M 41-10 Page 2-33
STRucTuRE ExcAVATION 2-09
3. Construction activities shall be scheduled so that the length of time the
temporary cut is left open is reduced to the extent practical.
4. Surface water shall be diverted away from the excavation.
Submittals and Design Requirements. The Contractor shall submit Working
Drawings and calculations showing the geometry and construction sequencing of the
proposed excavation slopes. The Contractor shall not begin excavation operations until
receiving the Engineer’s approval of the excavation submittal.
The excavation stability design shall be conducted in accordance with the WSDOT
Geotechnical Design Manual (M46-03). The stability of the excavation slopes shall be
designed for site specific conditions which shall be shown and described in the Working
Drawings. Examples of such items that shall be shown on the excavation submittal and
supported by calculations include, but are not limited to, the following:
1. Excavation geometry and controlling cross sections showing adjacent existing
foundations, utilities, site constraints, and any surcharge loading conditions that
could affect the stability of the slope;
2. A summary clearly describing subsurface soil and groundwater conditions,
sequencing considerations, and governing assumptions;
3. Any supplemental subsurface explorations made to meet the requirements for
geotechnical design of excavation slopes, in accordance with the WSDOT
Geotechnical Design Manual;
4. Supporting geotechnical calculations used to design the excavation, the soil and
material properties selected for design, and the justification for the selection for
those properties, in accordance with the WSDOT Geotechnical Design Manual;
5. Safety factors, or load and resistance factors used, and justification for their
selection, in accordance with the WSDOT Geotechnical Design Manual, and
referenced AASHTO design manuals;
6. Location and weight of construction equipment adjacent to the excavation top,
and location of adjacent traffic; and,
7. A monitoring plan to evaluate the excavation performance throughout its
design life.
2-09.3(3)c Preparation for Placing Foundations
When a foundation will rest on rock, excavation shall penetrate it at least 1-foot,
or more if the Plans require, to form a key for the footing. The Contractor shall cut the
bottom of the excavation to a firm surface, level, stepped, or serrated as the Engineer
directs, and remove all loose material.
For an arch abutment, the back face shall be trimmed to true lines so that concrete
can be poured against undisturbed material.
If concrete will rest on any excavated surface other than solid rock, the Contractor
shall not disturb the bottom of the excavation. The Contractor shall also remove all loose
or soft material just before pouring the concrete.
Upon completing any foundation excavation, the Contractor shall notify the
Engineer. No concrete or other permanent part of the Structure may be placed until the
Engineer has given permission to proceed.
2-09.3(3)D Shoring and cofferdams
Definitions. Structural shoring is defined as a shoring system that is installed prior
to excavation. Structural shoring shall provide lateral support of soils and limit lateral
movement of soils supporting Structures, Roadways, utilities, railroads, etc., such that
these items are not damaged as a result of the lateral movement of the supporting soils.
Page 2-34 2010 Standard Specifications M 41-10
2-09 STRucTuRE ExcAVATION
Structural shoring systems includes driven cantilever sheet piles, sheet piles with
tiebacks, sheet pile cofferdams with wale rings or struts, prestressed spud piles, cantilever
soldier piles with lagging, soldier piles with lagging and tiebacks, and multiple tier
tieback systems.
Trench boxes, sliding trench shields, jacked shores, shoring systems that are
installed after excavation, and soldier pile, sheet pile, or similar shoring walls installed in
front of a pre-excavated slope, are not allowed as structural shoring.
A cofferdam is any watertight enclosure, sealed at the bottom and designed for the
dewatering operation, that surrounds the excavated area of a Structure. The Contractor
shall use steel sheet pile or interlocking steel pile cofferdams in all excavation that is
under water or affected by ground water.
Submittals and Design Requirements. The Contractor shall submit Working
Drawings and calculations showing the proposed methods and construction details of
structural shoring or cofferdams in accordance with Sections 6-01.9 and 6-02.3(16). The
Contractor shall not begin construction of structural shoring or cofferdams, nor begin
excavation operations, until approval of the structural shoring submittal has been given
by the Project Engineer.
Structural shoring and cofferdams shall be designed for conditions stated in
this Section using methods shown in Division I Section 5 of the AASHTO Standard
Specifications for Highway Bridges Seventeenth Edition - 2002 for allowable stress
design, or the AASHTO LRFD Bridge Design Specifications, Third Edition, 2004
and current interims for load and resistance factor design. The USS Steel Sheet Piling
Design Manuals, published by United States Steel, may be used for shoring walls that
do not support other Structures and that are 15-feet in height or less. Allowable stresses
for materials shall not exceed stresses and conditions allowed by Section 6-02.3(17)
B. The shoring design shall also be in compliance with the WSDOT Geotechnical
Design Manual (M46-03). In the case of conflict or discrepancy between manuals, the
Geotechnical Design Manual shall govern.
For open temporary cuts associated with a shoring system, the requirements for open
temporary cuts specified in Section 2-09.3(3)B shall be met.
The structural shoring system shall be designed for site specific conditions which
shall be shown and described in the Working Drawings. The structural shoring system
design shall include the design of the slopes for stability above and below the shoring
system. Except as otherwise noted, the design height of all structural shoring in design
calculations and Working Drawings shall be for the depth of excavation as required by
the Plans, plus an additional 2-feet to account for the possibility of overexcavation. If the
Contractor provides written documentation to the satisfaction of the Engineer that the soil
conditions at the site are not likely to require overexcavation, the Engineer may waive the
requirement for 2-feet of overexcavation design height.
Examples of such items that shall be shown on the structural shoring submittal and
supported by calculations include, but are not limited to, the following:
1. Heights; soil slopes; soil benches; and controlling cross sections showing
adjacent existing foundations, utilities, site constraints, and any surcharge
loading conditions that could affect the stability of the shoring system,
including any slopes above or below the shoring.
2. A summary clearly describing performance objectives, subsurface
soil and groundwater conditions, sequencing considerations, and
governing assumptions.
3. Any supplemental subsurface explorations made to meet the requirements for
geotechnical design of excavation slopes, shoring walls, and other means of
ground support, in accordance with the WSDOT Geotechnical Design Manual.
2010 Standard Specifications M 41-10 Page 2-35
STRucTuRE ExcAVATION 2-09
4. Supporting geotechnical calculations used to design the shoring system,
including the stability evaluation of the shoring system in its completed form as
well as intermediate shoring system construction stages, the soil and material
properties selected for design, and the justification for the selection for those
properties, in accordance with the WSDOT Geotechnical Design Manual.
5. Safety factors, or load and resistance factors used, and justification for
their selection.
6. Location and weight of construction equipment adjacent to the excavation;
location of adjacent traffic; and structural shoring system material properties,
spacing, size, connection details, weld sizes, and embedment depths.
7. Structural shoring installation and construction sequence, procedure, length of
time for procedure and time between operations; proof load testing procedure
if any; deadman anchor design and geometry; no load zones; grouting material
and strengths; and a list of all assumptions.
8. Methods and materials to be used to fill voids behind lagging, when soldier
piles with lagging are used as structural shoring.
9. A monitoring/testing plan to evaluate the performance of the excavation/
shoring system throughout its design life, and
10. An estimate of expected displacements or vibrations, threshold limits that
would trigger remedial actions, and a list of potential remedial actions
should thresholds be exceeded. Thresholds shall be established to prevent
damage to adjacent facilities, as well as degradation of the soil properties due
to deformation.
construction Requirements. Structural shoring or cofferdams shall be provided for
all excavations near completed Structures (foundations of bridges, walls, or buildings),
near utilities, and near railroads.
All other excavations 4-feet or more in depth shall either be shored with structural
shoring or cofferdams, or shall meet the open-pit requirements of Section 2-09.3(3)B.
Existing foundations shall be supported with structural shoring if the excavation
is within the limits defined by a plane which extends out from the nearest edge of the
existing footing a level distance of ½ the width of the existing footing and then down a
slope of 1.5:1.
When structural shoring or cofferdams are utilized, all excavation and structural
shoring shall be constructed in accordance with the approved structural shoring submittal,
including any required construction sequence noted in the Working Drawings. The
Contractor shall remain responsible for satisfactory results.
If soldier piles are placed in drilled holes, then the hole shall be filled to the top of
the soldier pile either with controlled density fill, if water is not present in the hole, or
lean concrete. Backfilling soldier pile drilled holes with pea gravel or sand is not allowed.
If lagging is used, void space behind the lagging shall be minimized. If the Engineer
determines that the voids present could result in damage or serviceability problems for
the structural shoring system or any Structures or facilities adjacent to the structural
shoring system, the Contractor shall cease excavation and lagging installation, and shall
fill the voids specified by the Engineer in accordance with the approved structural shoring
submittal. Further excavation and lagging placement shall not continue until the specified
voids are filled to the satisfaction of the Engineer.
Excavation shall not proceed ahead of lagging installation by more than 4-feet
or by the height that the soil will safely stand, whichever is least. For tieback shoring
systems, excavation shall not proceed ahead by more than 4-feet of the tie installation and
proof testing.
Page 2-36 2010 Standard Specifications M 41-10
2-09 STRucTuRE ExcAVATION
In using cofferdams or structural shoring, the Contractor shall:
1. Extend cofferdams well below the bottom of the excavation, and embed
structural shoring as shown in the structural shoring submittal as approved by
the Engineer.
2. Provide enough clearance for constructing forms, inspecting concrete exteriors,
and pumping water that collects outside the forms. If cofferdams tilt or move
laterally during placement, the Contractor, at no expense to the Contracting
Agency, shall straighten or enlarge them to provide the required clearance.
3. Secure the cofferdam in place to prevent tipping or movement.
4. Place structural shoring or cofferdams so that they will not interfere with any
pile driving required.
5. Not place any shoring, braces, or kickers inside the cofferdams and structural
shoring that will induce stress, shock, or vibration to the permanent Structure.
6. Vent cofferdams at the elevation commensurate with seal weight design, or as
shown in the Plans.
7. Remove all bracing extending into the concrete being placed.
When the Work is completed, the Contractor shall:
1. Remove all structural shoring to at least 2-feet below the finished ground line.
2. Remove all cofferdams to the natural bed of the waterway.
2-09.3(3)E Bearing Tests
The Engineer may stop the excavation to make bearing tests at any time. The
Contractor shall assist with these tests in any way the Engineer requires.
During any test period, the Contractor shall, at no expense to the Contracting
Agency, maintain ordinary working conditions at the bottom of the hole. The Contracting
Agency will pay force account for all labor and materials the Contractor supplies for such
tests. A single test shall not exceed 72-hours.
2-09.3(4) construction Requirements, Structure Excavation, class B
The above requirements for Structure excavation Class A, shall apply also to
Structure excavation Class B, except as revised below. In addition, the Contractor shall
follow Division 7 of these Specifications as it applies to the specific kinds of Work.
The hole for any catch basin or manhole shall provide at least 1-foot of clearance
between outside structural surfaces and the undisturbed earth bank.
If workers enter any trench or other excavation 4-feet or more in depth that does
not meet the open pit requirements of Section 2-09.3(3)B, it shall be shored or other
safety method constructed in conformance with WISHA requirements. The Contractor
alone shall be responsible for worker safety and the Contracting Agency assumes
no responsibility.
The Contractor must submit six sets of plans before shoring. These must meet the
plan requirements set forth in Section 2-09.3(3)D.
Trench boxes may be used for Structure excavation, Class B. Approval of trench
boxes can be done by the Project Engineer provided it is not used to support adjacent
traffic, existing footings, or other Structures. The Contractor shall submit three sets of the
manufacturer’s certified trench box plans containing Professional Engineer’s stamp and
seal, depth restrictions, and serial number for field verification of trench box.
Upon completing the Work, the Contractor shall remove all shoring unless the Plans
or the Engineer direct otherwise.
2010 Standard Specifications M 41-10 Page 2-37
STRucTuRE ExcAVATION 2-09
2-09.4 Measurement
Excavated materials will be measured in their original position by the cubic yard.
The Contracting Agency will measure and pay for only the material excavated from
inside the limits this section defines. If the Contractor excavates outside these limits or
performs extra excavation as described in Section 2-09.3(3)B, it shall be considered for
the Contractor’s benefit and shall be included in the cost of other Bid items.
horizontal limits. The Contracting Agency will use the sides of the trench or pit
as horizontal limits in measuring excavation. No payment for Structure excavation will
be made for material removed (1) more than 1-foot outside the perimeter of any pile
cap, footing, or seal, (2) more than 3-feet beyond the Roadway side of a wing wall, and
(3) more than 1-foot beyond the other sides and end of a wing wall.
For all pipes, pipe arches, structural plate pipes, and underpasses, the Structure
excavation quantity will be calculated based on the following trench widths:
For drain and underdrain pipes, trench width = I.D. + 12-inches.
For pipes 15-inches and under, trench width = I.D. + 30-inches.
For pipes 18-inches and over, trench width = (1.5 × I.D.) + 18-inches.
For a manhole, catch basin, grate inlet, or drop inlet, the limits will be 1-foot outside
the perimeter of the Structure.
For drywells, the limits shall be in accordance with the Standard Plans.
lower limits. For a pile cap, footing, or seal, the bottom elevation shown in
the Plans, or set by the Engineer, will serve as the lower limit in measuring Structure
excavation. For a wing wall, the lower limit will follow a line parallel to the bottom and
1-foot below it. Any swell from pile driving will be excluded from excavation quantities.
For pipelines the bottom outside of the pipe will serve as the lower limit for
measuring excavation. The Engineer may set another limit when excavation must be
made below grade.
upper limits. The top surface of the ground or streambed as the Work begins
will be the upper limit for measuring excavation. If the Contract, or a separate contract,
includes a pay item for grading to remove materials, the upper limit will be the neat lines
of the grading section shown in the Plans.
The Engineer may order the Contractor to partially build the embankment before
placing pipe. In this case, the upper limit for measurement will be not more than 4-feet
above the invert of the pipe. For a structural plate pipe, pipe arch, or underpass, the
upper limit will be the top of the embankment at the time of installation as specified in
Section 7-03.3(1)A.
Gravel Backfill. Gravel backfill, except when used as bedding for culvert, storm
sewer, sanitary sewer, manholes, and catch basins, will be measured by the cubic yard in
place determined by the neat lines required by the Plans.
Shoring or Extra Excavation. No specific unit of measurement shall apply to
the lump sum item of shoring or extra excavation Class A. Shoring or extra excavation
Class B will be measured by the square foot as follows:
The area for payment will be one vertical plane measured along the centerline of
the trench, including Structures. Measurement will be made from the existing ground
line to the bottom of the excavation and for the length of the Work actually performed.
If the Contract includes a pay item for grading to remove materials, the upper limit for
measurement will be the neat lines of the grading section shown in the Plans. The bottom
elevation for measurement will be the bottom of the excavation as shown in the Plans or
as otherwise established by the Engineer.
Controlled density fill will be measured by the cubic yard for the quantity of
material placed per the producer’s invoice.
Page 2-38 2010 Standard Specifications M 41-10
2-09 STRucTuRE ExcAVATION
2-09.5 Payment
Payment will be made in accordance with Section 1-04.1, for the following Bid
items when they are included in the Proposal:
“Structure Excavation Class A”, per cubic yard.
“Structure Excavation Class B”, per cubic yard.
“Structure Excavation Class A Incl. Haul”, per cubic yard.
“Structure Excavation Class B Incl. Haul”, per cubic yard.
Payment for reconstruction of surfacing and paving within the limits of Structure
excavation will be at the applicable unit prices for the items involved.
If the Engineer orders the Contractor to excavate below the elevations shown in the
Plans, the unit Contract price per cubic yard for “Structure Excavation Class A or B” will
apply. But if the Contractor excavates deeper than the Plans or the Engineer requires,
the Contracting Agency will not pay for material removed from below the required
elevations. In this case, the Contractor, at no expense to the Contracting Agency, shall
replace such material with concrete or other material the Engineer approves.
“Shoring or Extra Excavation Cl. A _____”, lump sum.
When extra excavation is used in lieu of constructing the shoring, cofferdam
or caisson, the lump sum Contract price shall be full pay for all excavation, backfill,
compaction, and other Work required. If select backfill material is required for backfilling
within the limits of Structure excavation, it shall also be required as backfill material for
the extra excavation at the Contractor’s expense.
If it is necessary to place riprap outside of cofferdams to repair local scour, it shall
be paid by agreed price or force account.
If the Engineer requires shoring, cofferdams, or caissons when the Contract
provides no Bid item for such Work, the Contracting Agency will pay as provided in
Section 1-04.4.
If the Engineer requires the Contractor to build shoring or extra excavation Class
A that extends below the elevation shown in the Plans, the Contracting Agency will
pay the lump sum price and no more when the extra depth does not exceed 3-feet. For
depths greater than 3-feet below the elevations shown, payment will be as provided in
Section 1-04.4.
“Shoring or Extra Excavation Class B”, per square foot.
The unit Contract price per square foot shall be full pay for all excavation,
backfill, compaction, and other Work required when extra excavation is used in lieu of
constructing shoring. If select backfill material is required for backfilling within the limits
of the Structure excavation, it shall also be required as backfill material for the extra
excavation at the Contractor’s expense.
If there is no Bid item for shoring or extra excavation Class B on a square foot basis
and the nature of the excavation is such that shoring or extra excavation is required as
determined by the Engineer, payment to the Contractor for the Work will be made in
accordance with Section 1-04.4.
“Gravel Backfill (_____________)”, per cubic yard.
“Controlled Density Fill”, per cubic yard.
2010 Standard Specifications M 41-10 Page 2-39
VAcANT 2-10
2-10 VAcANT
Page 2-40 2010 Standard Specifications M 41-10
2-11 TRIMMING AND clEANuP
2-11 TRIMMING AND clEANuP
2-11.1 Description
This Work consists of dressing and trimming the entire Roadway(s) improved
under the Contract, including Frontage Roads, connecting ramps, Auxiliary Lanes, and
approach roads. This Work extends to Roadbeds, Shoulders, and ditches.
2-11.2 Vacant
2-11.3 construction Requirements
The contractor shall:
1. Trim Shoulders and ditches to produce smooth surfaces and uniform cross-
sections that conform to the grades set by the Engineer.
2. Open and clean all channels, ditches, and gutters to ensure proper drainage.
3. Dress the back slope of any ditch or borrow pit that will remain adjacent to the
Roadway. Round off the top of the back slope and distribute the material evenly
along its base.
4. Remove and dispose of all weeds, brush, refuse, and debris that lie on the
Roadbed, Shoulders, ditches, and slopes.
5. Remove from paved Shoulders all loose rocks and gravel.
6. Distribute evenly along the embankment any material not needed to bring the
Shoulders to the required cross-section.
The contractor shall not:
1. Use heavy equipment (tractors, graders, etc.) to trim the Shoulders of an
existing or new bituminous surface.
2. Drag, push, or scrape Shoulder material across completed surfacing or
pavement.
When the Contract requires the Contractor to rebuild part of a Roadway only the
rebuilt areas shall be trimmed and cleaned up. If the Contractor’s Work obstructs ditches
or side roads, they shall be cleared and the debris disposed of as the Engineer directs.
2-11.4 Measurement
No specific unit of measurement shall apply to the lump sum item of trimming
and cleanup.
2-11.5 Payment
Payment will be made in accordance with Section 1-04.1, for the following Bid item
when it is included in the Proposal:
“Trimming and Cleanup”, lump sum.
2010 Standard Specifications M 41-10 Page 2-41
cONSTRucTION GEOSyNThETIc 2-12
2-12 cONSTRucTION GEOSyNThETIc
2-12.1 Description
The Contractor shall furnish and place construction geosynthetic in accordance with
the details shown in the Plans.
2-12.2 Materials
Materials shall meet the requirements of the following section:
Construction Geosynthetic 9-33
Geosynthetic roll identification, storage, and handling shall be in conformance
to ASTM D 4873. During periods of shipment and storage, the geosynthetic shall be
stored off the ground. The geosynthetic shall be covered at all times during shipment and
storage such that it is fully protected from ultraviolet radiation including sunlight, site
construction damage, precipitation, chemicals that are strong acids or strong bases, flames
including welding sparks, temperatures in excess of 160 F, and any other environmental
condition that may damage the physical property values of the geosynthetic.
Unless specified otherwise in the Plans, the geotextile required for underground
drainage shall be “Moderate Survivability” and “Drainage Class C” and permanent
erosion control applications shall be “High Survivability” and “Drainage Class C.”
2-12.3 construction Requirements
The area to be covered by the geosynthetic shall be graded to a smooth, uniform
condition free from ruts, potholes, and protruding objects such as rocks or sticks.
The geosynthetic shall be spread immediately ahead of the covering operation. The
geosynthetic shall not be left exposed to sunlight during installation for a total of more
than 14-calendar days. The geosynthetic shall be laid smooth without excessive wrinkles.
Under no circumstances shall the geosynthetic be dragged through mud or over sharp
objects which could damage the geosynthetic. The cover material shall be placed on the
geosynthetic such that the minimum initial lift thickness required will be between the
equipment tires or tracks and the geosynthetic at all times. Construction vehicles shall
be limited in size and weight, to reduce rutting in the initial lift above the geosynthetic,
to not greater than 3-inches deep to prevent overstressing the geosynthetic. Turning of
vehicles on the first lift above the geosynthetic will not be permitted.
Soil piles or the manufacturer’s recommended method, shall be used as needed to
hold the geosynthetic in place until the specified cover material is placed.
Should the geosynthetic be torn, punctured, or the overlaps or sewn joints disturbed,
as evidenced by visible geosynthetic damage, Subgrade pumping, intrusion, or Roadbed
distortion, the backfill around the damaged or displaced area shall be removed and the
damaged area repaired or replaced by the Contractor at no expense to the Contracting
Agency. The repair shall consist of a patch of the same type of geosynthetic placed over
the damaged area. The patch shall overlap the existing geosynthetic from the edge of any
part of the damaged area by the minimum required overlap for the application.
If geotextile seams are to be sewn in the field or at the factory, the seams shall
consist of one row of stitching unless the geotextile where the seam is to be sewn does
not have a selvage edge. If a selvage edge is not present, the seams shall consist of two
parallel rows of stitching, or shall consist of a J-seam, Type SSn-1, using a single row
of stitching. The two rows of stitching shall be 1.0-inch apart with a tolerance of plus or
minus 0.5-inch and shall not cross except for restitching. The stitching shall be a lock-
type stitch. The minimum seam allowance, i.e., the minimum distance from the geotextile
edge to the stitch line nearest to that edge, shall be 1½-inches if a flat or prayer seam,
Type SSa-2, is used. The minimum seam allowance for all other seam types shall be
1.0-inch. The seam, stitch type, and the equipment used to perform the stitching shall be
as recommended by the manufacturer of the geotextile and as approved by the Engineer.
Page 2-42 2010 Standard Specifications M 41-10
2-12 cONSTRucTION GEOSyNThETIc
The seams shall be sewn in such a manner that the seam can be inspected readily
by the Engineer or a representative. The seam strength will be tested and shall meet the
requirements stated herein.
2-12.3(1) underground Drainage
Trench walls shall be smooth and stable. The geotextile shall be placed in a manner
which will ensure intimate contact between the soil and the geotextile (i.e., no voids,
folds, or wrinkles).
The geotextile shall either be overlapped a minimum of 12-inches at all longitudinal
and transverse joints, or the geotextile joints shall be sewn for medium survivability
drainage applications. In those cases where the trench width is less than 12-inches, the
minimum overlap shall be the trench width.
In moderate survivability geotextile underdrain applications, the minimum overlap
shall be 12-inches, or the geotextile joints shall be sewn, except where the geotextile is
used in area drains. An area drain is defined as a geotextile layer placed over or under
a horizontal to moderately sloping layer of drainage aggregate. For area drains, the
geotextile shall be overlapped a minimum of 2-feet at all longitudinal and transverse
joints, or the geotextile joints shall be sewn together. The minimum initial lift thickness
over the geotextile in the area drain shall be 12-inches.
In all cases, the upstream geotextile sheet shall overlap the next downstream sheet.
2-12.3(2) Separation
The geotextile shall either be overlapped a minimum of 2-feet at all longitudinal and
transverse joints, or the geotextile joints shall be sewn together. The initial lift thickness
shall be 6-inches or more.
2-12.3(3) Soil Stabilization
The geotextile shall either be overlapped a minimum, of 2-feet at all longitudinal
and transverse joints, or the geotextile shall be sewn together. The initial lift thickness
shall be 12-inches or more. Compaction of the first lift above the geotextile shall be
by Method A according to Section 2-03.3(14)C. No vibratory compaction will be allowed
on the first lift.
2-12.3(4) Permanent Erosion control and Ditch lining
Unless otherwise shown in the Plans, the geotextile shall either be overlapped a
minimum of 2-feet at all longitudinal and transverse joints, or the geotextile joints shall
be sewn together. If overlapped, the geotextile shall be placed so that the upstream strip
of geotextile will overlap the next downstream strip. When placed on slopes, each strip
shall overlap the next downhill strip.
Placement of aggregate and riprap or other cover material on the geotextile shall
start at the toe of the slope and proceed upwards. The geotextile shall be keyed at the
top and the toe of the slope as shown in the Plans. The geotextile shall be secured to
the slope, but shall be secured loosely enough so that the geotextile will not tear when
the riprap or other cover material is placed on the geotextile. The geotextile shall not be
keyed at the top of the slope until the riprap or other cover material is in place to the top
of the slope.
All voids in the riprap or other cover material that allow the geotextile to be visible
shall be backfilled with quarry spalls or other small stones, as designated by the Engineer,
so that the geotextile is completely covered. When an aggregate cushion between the
geotextile and the riprap or other cover material is required, it shall have a minimum
thickness of 12-inches.
An aggregate cushion will be required to facilitate drainage when hand placed riprap
or sack riprap, as specified in Sections 9-13.2 or 9-13.3, is used with the geotextile.
2010 Standard Specifications M 41-10 Page 2-43
cONSTRucTION GEOSyNThETIc 2-12
Grading of slopes after placement of the riprap or other cover material will not
be allowed if grading results in stone movement directly on the geotextile. Under no
circumstances shall stones with a weight of more than 100-pounds be allowed to roll
down slope. Stones shall not be dropped from a height greater than 3-feet above the
geotextile surface if an aggregate cushion is present, or 1-foot if a cushion is not present.
Lower drop heights may be required if geotextile damage from the stones is evident, as
determined by the Engineer. If the geotextile is placed on slopes steeper than 2:1, the
stones shall be placed on the slope without free-fall for moderate survivability, high
survivability, and ditch lining geotextiles.
2-12.4 Measurement
Construction geotextile, with the exception of temporary silt fence geotextile and
underground drainage geotextile used in trench drains, will be measured by the square
yard for the ground surface area actually covered.
Underground drainage geotextile used in trench drains will be measured by the
square yard for the perimeter of drain actually covered.
2-12.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal:
“Construction Geotextile for Underground Drainage,” per square yard.
“Construction Geotextile for Separation,” per square yard.
“Construction Geotextile for Soil Stabilization,” per square yard.
“Construction Geotextile for Permanent Erosion Control,” per square yard.
“Construction Geotextile for Ditch Lining,” per square yard.
Sediment removal behind silt fences will be paid by force account under temporary
water pollution/erosion control. If a new silt fence is installed in lieu of sediment
removal, the silt fence will be paid for at the unit Contract price per linear foot for
“Construction Geotextile for Temporary Silt Fence.”
Page 2-44 2010 Standard Specifications M 41-10
2-12 cONSTRucTION GEOSyNThETIc
2010 Standard Specifications M 41-10 Page 3-1
DIVISION 3
PRODucTION FROM QuARRy AND
PIT SITES AND STOckPIlING
3-01 PRODucTION FROM QuARRy AND PIT SITES
3-01.1 Description
This Work shall consist of manufacturing and producing crushed and screened
aggregates including pit run aggregates of the kind, quality, and grading specified for use
in the construction of Portland cement concrete, hot mix asphalt, asphalt treated base,
crushed surfacing, maintenance rock, ballast, gravel base, gravel backfill, gravel borrow,
riprap, and bituminous surface treatments of all descriptions.
The requirements specified shall apply whether the source is ledge rock, talus,
gravel, sand, or any combination thereof.
3-01.2 Material Sources, General Requirements
3-01.2(1) Approval of Source
Material sources must be approved in advance of use in the Work in accordance
with the requirements of Section 1-06. This approval of source may require sampling and
testing. If sampling is required, the samples must be taken at locations designated and
witnessed by the Engineer or a designated representative. The Contractor is responsible
for providing representative preliminary samples of aggregate sources to the Engineer.
3-01.2(2) Preparation of Site
The portion of the quarry or pit site to be used shall be cleared and grubbed, and the
area from which materials are to be taken shall be stripped of overburden as provided
in Section 3-01.2(3). All combustible debris resulting from these operations shall be
disposed of by the Contractor in a manner satisfactory to the Engineer.
3-01.2(3) Stripping Quarries and Pits
Stripping of quarries and pits shall consist of the removal, after clearing and
grubbing, of the surface material and overburden which is unsuitable for the kind of
material to be borrowed or produced for use. Materials from stripping, to be used later as
provided on the site reclamation plan specified in Section 3-03, shall be deposited within
the quarry or pit site at such a location as not to interfere with future development within
the site.
3-01.2(4) Production Requirements
All oversize stones, rock fragments, or boulders occurring in the source, up to and
including those measuring 18-inches in the greatest dimension, shall be utilized in the
manufacture of crushed material.
If the grading or quality of raw material in sources used for the manufacture of
products covered by this section is such that the fracture, grading, or quality of the
product specified cannot be obtained by utilizing the natural material, fine portions of
the raw material shall be rejected to the extent necessary to produce products meeting
all requirements of these Specifications. Failure of the Contracting Agency to include
a scalping requirement in the Special Provisions shall not relieve the Contractor of the
responsibility for rejecting fine portions of the material if such becomes necessary to
produce products meeting all requirements of these Specifications. Scalping shall be
performed after the pit-run or quarry-run material has passed through the primary crusher.
Page 3-2 2010 Standard Specifications M 41-10
3-01 PRODucTION FROM QuARRy AND PIT SITES
When scalping over a screen of a specified size is required in the Special Provisions,
the scalping screen shall be of such size and capacity that enough of the fine material will
be removed to produce Work that conforms to the Specifications.
Washing and reclaiming of the reject material and subsequent addition of this
material to any finished products will not be allowed unless specifically authorized in
writing by the Engineer.
Surplus screenings accumulated during the crushing and screening of specified
Roadway materials will be considered separate and distinct from reject material resulting
from scalping operations.
Both fine and coarse concrete aggregates shall be thoroughly washed in order to
remove clay, loam, alkali, bark, sticks, organic castings, or other deleterious matter.
Washing will be required in the production of other materials if necessary to produce
products meeting all the quality requirements of these Specifications.
When producing screened gravel or sand materials, the Contractor shall remove
all oversize material by screening at the pit site. The Contractor’s operations in the
pit shall be conducted so that the grading of individual loads will be reasonably
uniform. In general, the Contractor shall utilize the most suitable materials available
and shall make as many moves of the loading equipment as may be necessary to fulfill
these requirements.
Where pit-run materials meet Specifications, screening or processing will not
be required.
3-01.2(5) Final cleanup
Upon completion of the Contractor’s operation, the quarry or pit shall be cleared
of all rubbish, temporary Structures, and equipment, and shall be left in a neat and
presentable condition. The pit or quarry shall be reclaimed in accordance with the
approved site reclamation plan specified in Section 3-03.
3-01.3 State Furnished Material Sources
Unless specified in the Special Provisions, no Contracting Agency material sources
are provided and the Contractor shall bear full responsibility for furnishing all materials.
3-01.3(1) Quality and Extent of Material
Contracting Agency furnished material sources will be shown in the Plans and
described in the Special Provisions. The quality of material in such sources will be
acceptable in general, but the Contractor shall determine the amount of Work required
to produce the material meeting these Specifications. It shall be understood that it is not
feasible to ascertain from samples, the limits for an entire source, and that variations
shall be considered as usual and are to be expected. The Engineer may order procurement
of material from any portion of a source and may reject portions of the source as
unacceptable.
Since many material sources are acquired in fee by the Contracting Agency for use
on future projects as well as for this Contract, it is in the public interest to preserve the
future usefulness and adequacy of a source insofar as may be practical. To achieve this
end, the Contractor shall not perform any Work within the source until receiving the
Engineer’s approval of the Contractor’s work plan within the limits of the source.
2010 Standard Specifications M 41-10 Page 3-3
PRODucTION FROM QuARRy AND PIT SITES 3-01
3-01.3(2) When More Than One Site Is Provided
When more than one quarry or pit site is provided in the Special Provisions, the
Contractor may obtain material from any of the sources. The Contracting Agency will
specify the quantity of raw material available, as determined by tests, in each quarry or
pit site. If the Contractor sets up in a site, and it is found that the quantity of raw material
from that site, when the site is exhausted, is less than that specified by the Contracting
Agency, then the provisions of Section 3-01.3(5) will apply.
3-01.3(3) Reject Materials
All scalpings that are unsatisfactory for use under these Specifications or Special
Provisions shall be considered as reject material, subject to disposal as approved by the
Engineer. Reject material shall be placed at such a location as not to interfere with future
development within the site.
3-01.3(4) Surplus Screenings
The surplus screenings accumulated during the production of the specified materials
shall be stockpiled at a location within the site provided and become the property of
the Contracting Agency. The stockpile site shall be prepared and constructed by the
Contractor in accordance with the provisions of Section 3-02. All costs incurred in
producing, hauling, and stockpiling the surplus screenings shall be incidental to the
production of the specified materials and shall be included by the Contractor in the unit
Bid prices in the Contract.
3-01.3(5) Moving Plant
If, in the opinion of the Engineer, there should be insufficient suitable material in
any quarry or pit site made available by the Contracting Agency, the Contracting Agency
will acquire at its expense an additional source, in which event the Contractor will be
required to move the crushing plant to the new quarry or site. Under such conditions,
payment for the Contractor’s costs for the move will be made on a force account basis.
Payment will be limited to the labor, equipment, and materials required for the move, and
no allowance will be made for payment of standby costs for the crushing plant nor other
equipment which may be temporarily idle as a result of the move.
The clearing, grubbing, and preparing of the new quarries or pit sites as specified
in Section 3-01.2(2) will be paid for in the manner provided in these Specifications
for “Clearing”, “Grubbing”, and “Stripping Including Haul”. If there is no Bid item
applicable, the payment for the preparation of the new site will be as provided in
Section 1-04.4.
If the moving of the plant due to shortage of the supply of material necessitates a
longer haul on materials than required from the original source, the Contracting Agency
will reimburse the Contractor for the additional haul at the rate of $0.25-per ton mile
haul. The unit ton-mile shall be the equivalent of one ton of material hauled a distance of
1-mile. The haul distance will be measured in one-half mile units, fractional half-miles
being allowed as full half-miles. If the requirement for moving of the crushing plant
results in a delay of performance of Work which is critical to completion of the project,
as shown by the Contractor’s approved progress schedule, the Engineer will authorize
a suspension of Work for the time required for the move.
The above allowances, insofar as they may be applicable, shall be full pay for all
claims of any kind or description by reason of the necessity of changing from one site
to another due to shortage of the supply from sources made available by the Contracting
Agency. Before moving a crushing plant as outlined above, the Contractor shall secure
from the Engineer an order in writing to do so. Should the Contractor fail to secure such
order, it shall be considered sufficient proof that the move was immaterial insofar as to
cost, and no allowance or pay will be made by reason of such move.
Page 3-4 2010 Standard Specifications M 41-10
3-01 PRODucTION FROM QuARRy AND PIT SITES
3-01.4 contractor Furnished Material Sources
3-01.4(1) Acquisition and Development
If, under the terms of the Contract, the Contractor is required to provide a source
of materials, or if the Contractor elects to use materials from sources other than
those provided by the Contracting Agency, the Contractor shall, at no expense to the
Contracting Agency, make all necessary arrangements for obtaining the material and shall
ensure the quantity of suitable material is available. Preliminary samples shall be taken
by or in the presence of the Engineer or a designated representative unless the Engineer
permits otherwise. Approval of the source does not relieve the Contractor from meeting
these Specification requirements, nor does it guarantee that the material will meet
these requirements without additional or proper processing. The Engineer may require
additional preliminary samples at any time.
Approval of a Contractor’s source offered in lieu of a Contracting Agency-provided
source will be contingent upon the material therein being of equal quality, and no
additional costs will accrue to the Contracting Agency as a result of such approval.
Equivalency of quality will be based on those test values listed in the Special Provisions
as being representative of material in the Contracting Agency-provided source. If no such
values are listed, the minimum Specification requirements will apply. When measurement
by weight is specified and when the specific gravity of material produced from the
Contractor’s source is greater than that from the Contracting Agency-furnished source,
any additional material required to construct the minimum specified surfacing depth shall
be furnished by the Contractor at no expense to the Contracting Agency.
The Contractor shall notify the State Departments of Ecology, Fish and Wildlife,
and Natural Resources, in writing, of the intent to furnish the source, and shall, at no
expense to the Contracting Agency, make all necessary arrangements with these agencies
for the determinations of regulations which might be imposed upon the Contractor during
removal of materials from the source.
The source shall be selected so that, after the materials have been removed, the pit
will drain to a natural drainage course and no ponding will result. Should the source
selected by the Contractor be one which would not drain as outlined herein, permission
shall be obtained by the Contractor from the governing body of the city or county for the
removal of materials from the pit or quarry.
The Contractor will not be permitted to operate a pit or a quarry site visible from a
State Highway unless it can be demonstrated to the complete satisfaction of the Engineer
that no unsightly condition will result from or remain as a result of the Contractor’s
operations. If, in the opinion of the Engineer, unsightly conditions exist after removal
of materials from the site, the Contractor shall correct such unsightly conditions as
hereinafter provided.
Following removal of materials from the pit, the entire site shall be cleared of all
rubbish, temporary Structures, and equipment which have resulted from the Contractor ’s
occupancy and operations. The Contractor shall obliterate or screen to the satisfaction of
the Engineer any unsightly conditions that remain. The Contractor shall secure a written
release from the permitter upon fulfillment of these requirements. All costs for cleaning
up the pit site and for the installation or erection of screening or for other work required
to correct unsightly conditions shall be at the Contractor’s expense. The requirements of
this paragraph shall not apply to pits being operated commercially.
All costs in connection with acquiring the rights to take materials from the source,
for exploring and developing the site, for complying with the regulations of the aforesaid
State agencies, for preparing the site as provided in Sections 3-01.2(2) and 3-03, for
cleaning up the site, and for correcting unsightly conditions, shall be included in the unit
Contract prices for the various pay items of Work involved.
2010 Standard Specifications M 41-10 Page 3-5
PRODucTION FROM QuARRy AND PIT SITES 3-01
3-01.4(2) Surplus Screenings
Surplus screenings accumulated during the manufacture of specified material shall
remain the property of the Contractor.
3-01.4(3) Substitution of Gravel Deposit in lieu of ledge Rock or Talus Source
Provided by the contracting Agency
If the Contractor elects to substitute a gravel deposit of an approved source for the
manufacture of ballast, crushed surfacing, or mineral aggregate in lieu of a ledge rock
or talus source provided by the Contracting Agency in the Contract, all pit run materials
passing a ½-inch square sieve, or larger if ordered by the Engineer, shall be removed
prior to crushing.
3-01.4(4) Gravel Base
If the Contract requires the Contractor to provide the source of Gravel Base, or if the
Contractor elects to furnish said material from sources other than those provided by the
Contracting Agency, the material shall be produced from approved sources in accordance
with the requirements of Section 3-01. The grading and quality shall be as specified in
Section 9-03.10.
When Gravel Base is specified, Gravel Borrow may be used in lieu of Gravel
Base provided the stabilometer value of the Gravel Borrow is a minimum of 67 and
0.1-foot of crushed surfacing top course is substituted for the top 0.1-foot of the depth
specified for Gravel Base.
Measurement and payment will be in accordance with Section 4-02.
3-01.5 Measurement
For payment purposes, all crushed, screened, or naturally occurring materials
that are to be paid for by the ton, dependent upon their grading, will be limited to the
following water contents naturally occurring in the material source:
% By Weight
Passing No. 4
Maximum Water Content
% By Weight
Less than 20%4%
20% or more 8%
Water in excess of the maximum permissible amounts naturally occurring in the
material source, as determined by the Engineer, will be deducted from the tonnage of
material to be paid for on a daily basis.
If the Contractor uses the Central Plant Mix Method of mixing water and surfacing
materials in accordance with Section 4-04, the added water will be measured in
accordance with Section 4-04.4. All other water added to the materials by the Contractor
will be deducted from the weight of the aggregates including the added water, on a
daily basis.
Clearing and grubbing of quarries and pit sites will be measured in accordance with
Section 2-01 when the Proposal includes such Bid items and such Work is required on a
source provided by the Contracting Agency, except as modified in Section 3-01.3(5).
Stripping of quarries and pit sites will be measured in cubic yards in its original
position by cross-sectioning when the Proposal includes such Bid item and such stripping
is required on a source provided by the Contracting Agency, except as modified in
Section 3-01.3(5).
Measurement of the particular materials or aggregates to be produced will be as
specified in the appropriate section of these Specifications.
Page 3-6 2010 Standard Specifications M 41-10
3-01 PRODucTION FROM QuARRy AND PIT SITES
3-01.6 Payment
All costs, except as specified, in connection with the production of materials meeting
all quality requirements of these Specifications shall be included in the unit Contract
prices of the various Bid items involved.
Clearing and grubbing of quarries and pit sites will be paid in accordance with
Section 2-01 when the Proposal includes such Bid items and such Work is required on
a source provided by the Contracting Agency, except as modified in Section 3-01.3(5).
“Stripping Incl. Haul” will be paid for at the unit Contract price per cubic yard when
the Proposal includes such Bid item and such stripping is required on a source provided
by the Contracting Agency, except as modified in Section 3-01.3(5).
2010 Standard Specifications M 41-10 Page 3-7
STOckPIlING AGGREGATES 3-02
3-02 STOckPIlING AGGREGATES
3-02.1 Description
This Work shall consist of preparing the stockpile sites and placing the specified
aggregates in the stockpiles at the sites and in the amounts as shown in the Plans or as
approved by the Engineer.
This section also includes the requirements pertaining to the removal of aggregates
from stockpiles and the requirements for dressing up the stockpiles and stockpile site at
the completion of the Work.
3-02.2 General Requirements
3-02.2(1) Stockpile Sites Provided by the contracting Agency
The Contracting Agency may acquire and make available to the Contractor suitable
areas as shown in the Plans for the construction of stockpiles. The stockpiled aggregates
may be for use in the immediate Work or may be for future use as more fully described
below. In either event, if the aggregates are required by these Specifications to be
stockpiled, all costs in connection with the preparation of the stockpile sites as required
in Section 3-02.2(5) shall be included in the various Bid items involved in the Contract;
except that clearing and grubbing of the site will be measured and paid for in accordance
with Section 2-01 only when such Bid items are included in the Proposal. In the event
there is no Bid item included in the Proposal for construction and maintenance of haul
roads to the stockpile site, the Contractor shall construct and maintain the haul roads as
necessary and the cost thereof shall be included in the various Bid items in the Contract.
3-02.2(2) Stockpile Site Provided by the contractor
If the Plans do not provide a stockpile site for the use of the Contractor in
stockpiling certain types and sizes of aggregates which are required by these
Specifications to be stockpiled prior to use in the immediate Work, all costs in connection
with the acquisition of a site, the preparation of the site, construction of the stockpiles,
and the removal of the aggregates from the stockpiles shall be included in the Contract
prices of the various Bid items of Work involved.
3-02.2(3) Stockpiling Aggregates for Future use
The Contracting Agency may require the production and stockpiling of aggregates
on sites provided by the Contracting Agency for use on future construction or
maintenance projects to be performed under a subsequent contract or by Contracting
Agency forces.
When the Contract includes the Bid item or items for specific aggregates in
stockpile and these aggregates are not to be used in Work required under the Contract,
the Contractor shall produce or furnish these aggregates complying with the quality and
grading requirements of these Specifications and shall prepare the site and place the
aggregates in stockpile in accordance with the requirements of this Section or as ordered
by the Engineer in accordance with Section 1-04.4.
3-02.2(4) Stockpiling Aggregates for Immediate use
If the Contractor elects to stockpile aggregates from a source owned or controlled by
the Contracting Agency prior to use in the immediate Work, the stockpiling shall be done
within the area of the site provided by the Contracting Agency and in accordance with
the requirements of these Specifications. If the Contractor elects to lease land to stockpile
the aggregates, the stockpiling shall be done in accordance with these Specifications
and upon proof that the lease will extend for a period of not less than one year beyond
the completion date of the Contract. All excess aggregates remaining in stockpiles after
Page 3-8 2010 Standard Specifications M 41-10
3-02 STOckPIlING AGGREGATES
satisfying the needs of the Contract — whether upon the site provided by the Contracting
Agency or upon land leased by the Contractor — shall be disposed of in accordance with
Section 1-09.10. All costs resulting from the production of the excess aggregates shall be
included in the cost of production of the aggregates actually incorporated in the Work.
If the Contractor elects to stockpile aggregates from a source not provided by the
Contracting Agency prior to use in the immediate Work, it will be subject to the approval
of the Engineer and provided that the aggregates comply with the quality and grading
requirements of these Specifications. All costs in connection with the acquisition of the
stockpile site, the preparation of the site, construction of the stockpiles, and the removal
of the aggregates from the stockpiles shall be included in the Contract prices of the
various Bid items of Work involved.
3-02.2(5) Preparation of Site
Before placing aggregates upon the stockpile site, the site shall be cleared of
vegetation, trees, stumps, brush, rocks, or other debris and the ground leveled to a
smooth, firm, uniform surface. The debris resulting from clearing and preparing the site
shall be disposed of in a manner satisfactory to the Engineer.
3-02.2(6) construction of Stockpiles
Stockpiles shall be constructed upon the prepared sites in accordance with stakes
set by the Engineer. The piles when completed shall be neat and regular in shape.
The stockpile height shall be limited to a maximum of 24-feet.
Stockpiles in excess of 200-cubic yards shall be built up in layers not more than
4-feet in depth. Stockpile layers shall be constructed by trucks, clamshells, or other
methods approved by the Engineer. Pushing aggregates into piles with a bulldozer will
not be permitted. Each layer shall be completed over the entire area of the pile before
depositing aggregates in the succeeding layer. The aggregate shall not be dumped so
that any part of it runs down and over the lower layers in the stockpile. The method of
dropping from a bucket or spout in one location to form a cone shaped pile will not be
permitted. Any method of placing aggregates in stockpiles, which in the opinion of the
Engineer, breaks, degrades, or otherwise damages the aggregate, will not be permitted.
Plank runways will be required, when deemed necessary by the Engineer, for operating
trucks on stockpiles to avoid tracking dirt or other foreign matter onto the stockpiled
materials. Stockpiles of less than 200-cubic yards shall be piled in a manner to prevent
segregation of the various sizes of material.
No equipment other than pneumatic tired equipment shall be used in constructing
the stockpiles of processed or manufactured aggregates.
Stockpiles of different types or sizes of aggregate shall be spaced far enough apart,
or separated by suitable walls or partitions, to prevent the mixing of the aggregates.
Aggregate shall not be deposited where traffic, vehicles, or Contractor ’s equipment will
either run over or through the piles, or in any way cause foreign matter to become mixed
with the aggregates.
2010 Standard Specifications M 41-10 Page 3-9
STOckPIlING AGGREGATES 3-02
3-02.2(7) Removing Aggregates from Stockpiles
Aggregates shall be removed from stockpile in a manner to avoid separation of sizes
or admixture of dirt or foreign material. The method and equipment used for loading will
be approved by the Engineer.
No equipment other than pneumatic tired equipment shall be used on stockpiles of
processed or manufactured aggregates in removing the materials from the stockpiles.
When removing materials from the face of the stockpile, the equipment shall be operated
in a manner to face-load from the floor to the top of the stockpile to obtain maximum
uniformity of material.
The Contractor shall remove only the amount of materials from the stockpile
required to satisfy the needs of the Contract. If a surplus remains in the stockpile, the
Contractor shall leave the surplus material in neat, compact piles, free of foreign matter.
The entire stockpile site shall be left in a neat and presentable condition.
3-02.3 Additional Requirements for Specific Aggregates
3-02.3(1) Washed Aggregates
Drainpipes under the stockpile shall be provided at the Contractor’s expense when,
in the opinion of the Engineer, such drains are necessary to properly drain the aggregates.
The roads and ground adjacent to the stockpile shall be kept free of dust.
Washed aggregate that has become coated with foreign material prior to use shall
be washed until free of all foreign material or it may be rejected.
Washed aggregate shall drain in hauling conveyances or stockpiles at least 12-hours
before being weighed or measured for batching and for a longer time if so directed by
the Engineer.
3-02.4 Measurement
Clearing and grubbing of the stockpile site will be measured in accordance with
Section 2-01 when the Proposal includes such Bid items and such Work is required on
a stockpile site provided by the Contracting Agency.
Specific materials or aggregates designated in the Proposal to be in stockpile will be
measured by the ton unless the Proposal shows by the cubic yard. The cubic yard volume
for pay quantity will be determined by cross-sectioning the completed stockpile or by
computation of the volume between the original ground surface and the stockpile surface
using digital terrain modeling survey techniques.
Specific materials or aggregates designated in the Proposal to be from stockpile
will be measured by the ton or by the cubic yard, whichever is shown in the Proposal.
If payment is to be made on the basis of cubic yards, measurement will be made of the
volume in the hauling vehicle at the point of delivery on the Roadway.
3-02.5 Payment
All costs involved in preparing stockpile sites shall be included in the unit Contract
prices for the various Bid items being stockpiled, excepting that clearing and grubbing
will be paid in accordance with Section 2-01 when the Proposal includes such Bid items
and such Work is required on a stockpile site provided by the Contracting Agency.
Page 3-10 2010 Standard Specifications M 41-10
3-03 SITE REclAMATION
3-03 SITE REclAMATION
3-03.1 Description
This Work shall consist of reclaiming land used for borrowing material, mining for
aggregates, sorting or wasting materials as specified.
3-03.2 General Requirements
3-03.2(1) contracting Agency-Provided Sites
All borrow, quarry, or pit sites of over 3-acres in size of disturbed land or resulting
in pit walls more than 30-feet high and steeper than a one to one slope which are owned
or furnished by the Contracting Agency shall be reclaimed as shown in the Plans and as
designated by the Engineer.
Ultimate reclamation plans are not normally required for borrow, quarry, or pit sites
not meeting the above criteria or for stockpile or waste sites. However, all such sites
shall be reclaimed to the extent necessary to control erosion and provide a satisfactory
appearance consistent with anticipated future use.
3-03.2(2) contractor-Provided Sites
All borrow, quarry, and pit sites of over 3-acres in size of disturbed land or resulting
in pit walls more than 30-feet high and steeper than a 1:1 slope which are owned or
furnished by the Contractor shall be reclaimed in accordance with the conditions and
requirements of an approved reclamation permit acquired from the Department of
Natural Resources.
When the Contractor obtains a reclamation permit from the Department of Natural
Resources, evidence of such approval shall be furnished to the Engineer prior to any
Work within the site.
Ultimate reclamation plans are not required for borrow, quarry, or pit sites not
meeting the above criteria or for stockpile or waste sites. However, all such sites shall be
reclaimed to the extent necessary to control erosion and provide a satisfactory appearance
consistent with anticipated future use.
Compliance with the State Environmental Policy Act (SEPA) is required for sites
involving more than 100-cubic yards of excavation or landfill throughout the lifetime
of the site unless the local agency in which the project is located establishes a greater
amount. Sites involving more than 500-cubic yards of excavation or landfill throughout
the lifetime of the site always require compliance with SEPA.
Under no circumstance will the Contractor be allowed to waste material within
a wetland as defined in Section 2-03.3(7).
3-03.2(3) Out of State Sites
All out of State borrow, quarry or pit, stockpile, and waste sites which are furnished
by the Contractor exclusively for use on this Contract shall be reclaimed in accordance
with an approved reclamation plan that is in compliance with local area restrictions.
2010 Standard Specifications M 41-10 Page 3-11
SITE REclAMATION 3-03
3-03.3 Reclamation Plans
3-03.3(1) contracting Agency-Provided Sites
Reclamation plans for all borrow, quarry, or pit sites which are owned or furnished
by the Contracting Agency will normally be furnished by the Contracting Agency and
the requirements thereof included in the Contract documents. Should conditions require
operations within a Contracting Agency-owned or Contracting Agency-furnished site not
provided for in the Plans, the Contractor shall reclaim these sites in accordance with a
reclamation plan furnished by the Engineer.
3-03.3(2) contractor-Provided Sites
A plan will not be required except on specific request for those sources of material
for which the Contractor has obtained a valid surface mining permit issued by the
Department of Natural Resources and has paid all required fees.
3-03.4 construction Requirements
3-03.4(1) Erosion control
All sites owned or furnished by the Contracting Agency will specify the kind
and amount of erosion control, if any, and include the requirements thereof in the
Contract documents.
All sites owned or furnished by the Contractor shall, if specified on a reclamation
plan approved by the Engineer, require erosion control in accordance with Section 8-01
or plant materials in accordance with Section 8-02.
3-03.4(2) Deviations from Approved Reclamation Plans
Reclamation of any site which deviates from the approved reclamation plan will
not be permitted without first revising the approved reclamation plan and obtaining the
approval of the Engineer.
3-03.5 Payment
3-03.5(1) contracting Agency-Provided Sites
All costs in connection with reclaiming sites to the full extent required by the
Contract shall be included in the costs of other items of Work involved in the project.
Payment will be made for any Work described in Sections 8-01 or 8-02 at applicable
unit Contract prices.
3-03.5(2) contractor-Provided Sites
All costs involved in complying with the requirements of a reclamation permit
acquired from the Department of Natural Resources, complying with the requirements
of a reclamation plan approved by the Engineer, or with reclaiming sites to the full extent
required by the Contract shall be included in the costs of other items of Work involved
in the project.
Page 3-12 2010 Standard Specifications M 41-10
3-03 SITE REclAMATION
2010 Standard Specifications M 41-10 Page 4-1
DIVISION 4
BASES
4-01 VAcANT
Page 4-2 2010 Standard Specifications M 41-10
4-02 GRAVEl BASE
4-02 GRAVEl BASE
4-02.1 Description
This Work shall consist of constructing one or more layers of gravel base upon a
prepared Subgrade in accordance with these Specifications and in conformity with the
lines, grades, depth, and typical cross-section shown in the Plans or as established by
the Engineer.
4-02.2 Materials
Materials shall meet the requirements of the following section:
Gravel Base 9-03.10
4-02.3 construction Requirements
Gravel base shall be uniformly spread upon the prepared Subgrade to the depth,
width, and cross-section shown in the Plans. Construction methods used shall meet the
applicable requirements of Sections 4-04.3.
4-02.4 Measurement
Gravel base will be measured in the same manner prescribed for the measurement
of crushed surfacing materials as set forth in Section 4-04.4 except as follows:
Where gravel base is specified, the Contractor may elect to substitute materials
as described in Section 3-01.4(4). Crushed surfacing and gravel borrow, used in
lieu of gravel base, will be measured and paid for as gravel base. In no case shall
crushed surfacing, used in lieu of gravel base, be included in any Bid items for
crushed surfacing.
4-02.5 Payment
Payment will be made in accordance with Section 1-04.1, for the following Bid item
when shown in the Proposal:
“Gravel Base”, per ton, or per cubic yard.
2010 Standard Specifications M 41-10 Page 4-3
VAcANT 4-03
4-03 VAcANT
Page 4-4 2010 Standard Specifications M 41-10
4-04 BAllAST AND cRuShED SuRFAcING
4-04 BAllAST AND cRuShED SuRFAcING
4-04.1 Description
This Work consists of constructing one or more courses of crushed stone upon
a prepared Subgrade in accordance with these Specifications in conformity with the
lines, grades, depth, and typical cross-sections shown in the Plans or as established
by the Engineer.
Surfacing materials and ballast may also be specified to be placed in stockpiles
for future use.
4-04.2 Materials
Materials shall meet the requirements of the following sections:
Ballast 9-03.9(1)
Permeable Ballast 9-03.9(2)
Crushed Surfacing 9-03.9(3)
Maintenance Rock 9-03.9(4)
4-04.3 construction Requirements
4-04.3(1) Equipment
All equipment necessary for the satisfactory performance of this construction
shall be on the project and approved by the Engineer prior to beginning work.
If central mix plant methods are used, the central mixing plant shall comply with
the following requirements:
The cold aggregate feeder shall be mechanically operated and adjustable to
the extent necessary to provide a uniform and continuous flow of materials. These
materials shall be deposited in an approved mixer with a sufficient amount of water
being added to obtain the required density when spread and compacted. The water
shall be weighed or metered, and dispensed through a device providing uniform
dispersion across the mixer.
The mixing plant shall be provided with weighing or calibrating devices,
feeders, provisions for sampling, and other devices and equipment so designed,
coordinated, and operated to produce a uniform mixture, and to permit the sampling
of the materials before and after mixing. The mixer shall be kept in good condition,
and mixing blades or paddles shall be of proper size, adjustment, and clearance to
provide positive and uniform mixing of the mixture at all times.
The capacity of the plant and equipment furnished for the Work shall be
adequate at all times to provide for efficient and continuous operations insofar
as practical.
4-04.3(2) Subgrade
The Subgrade shall be prepared as specified in Section 2-06 and shall be approved
by the Engineer before placing ballast or surfacing materials.
4-04.3(3) Mixing
Unless otherwise specified, the Contractor may use either, or both, of the following
described methods:
1. central Plant Mix Method. The surfacing material and water shall be mixed
in an approved mixing plant as described in Section 4-04.3(1). The completed
mixture shall be a thoroughly mixed combination of proportioned materials and
water, uniform in distribution of particle sizes and moisture content. A mixture
containing water in excess of the proportion established by the Engineer will
not be accepted.
2010 Standard Specifications M 41-10 Page 4-5
BAllAST AND cRuShED SuRFAcING 4-04
2. Road Mix Method. After material for each layer of surfacing has been placed,
the material shall be mixed until uniform throughout by motor graders or other
equipment approved by the Engineer. Water to facilitate mixing and compacting
shall be added in amounts approved by the Engineer.
4-04.3(4) Placing and Spreading
1. central Plant Mix Method. After mixing, material for each layer of surfacing
shall be transported to the Roadway in approved vehicles. Vehicles for hauling
the mixture shall be capable of depositing the mixture within the receiving
hopper of the spreading equipment, or in windrows of uniform size in front
of the spreading equipment, with a minimum of segregation of the mix.
A motor grader may be used as the spreading machine or the spreading machine
shall be capable of receiving the material by direct deposit in its hopper from
the hauling vehicle or from a uniform windrow, and be capable of spreading
and screeding the material to a depth and surface that when compacted will be
true to line, grade, depth of course, and cross-section without further shaping.
2. Road Mix Method. Each layer of surfacing material shall be spread by
equipment that is approved by the Engineer. Equipment that causes segregation
of the surfacing material during the spreading operation will not be allowed.
Similar types of spreading equipment shall be used throughout the limits
of each separate spreading operation. Spreading on small areas of less than
2,000-square yards or on areas irregular in shape, may be accomplished by
other means as approved by the Engineer.
The following nominal depth of compacted material shall not be exceeded in any
one course without the approval of the Engineer:
Ballast 0.50-foot
Gravel Base 0.75-foot
Crushed Surfacing 0.35-foot
4-04.3(5) Shaping and compaction
Immediately following spreading and final shaping, each layer of surfacing shall be
compacted to at least 95-percent of the standard density determined by the requirements
of Section 2-03.3(14)D before the next succeeding layer of surfacing or pavement
is placed. The determination of field in-place density shall be made by the Nuclear
gauge. When the thickness of surfacing is less than 0.15-foot, density testing will not
be required and the Engineer will determine the number of coverages required for the
particular compaction equipment available. Vibratory compactors and rollers shall obtain
the specified density for each layer. A mist spray of water shall be applied as needed to
replace moisture lost by evaporation. The completed layer shall have a smooth, tight,
uniform surface true to the line, grade, and cross-section shown in the Plans, or as staked.
4-04.3(6) keystone
When necessary, as determined by the Engineer, crushed surfacing top course shall
be used for keystone to key the top surface of ballast, gravel base, crushed surfacing base
course, or any other surfacing course that requires keying. The keystone shall be spread
evenly on top of the surfacing course by means of approved spreading equipment. The
surface shall be watered and, if necessary, bladed lightly until the keystone is worked
into the interstices of the surfacing course without excessive displacement and shall be
compacted. The operations of adding keystone, wetting, blading, and compacting shall be
continued until the course has become thoroughly keyed and compacted.
When keystone is required, that is subject to public traffic, it shall be placed before
terminating each day’s operation.
Page 4-6 2010 Standard Specifications M 41-10
4-04 BAllAST AND cRuShED SuRFAcING
Keystone placed for the convenience of the Contractor, with approval of the
Engineer, for the purpose of creating a more dense surface on which to pave will be
allowed within the top 0.20-foot of crushed surfacing base course, gravel base, or ballast.
Keystone placed for this purpose will be paid for at the lower unit Contract price for
either the base material being keyed or crushed surfacing top course.
4-04.3(7) Miscellaneous Requirements
The surface of each layer of surfacing material shall be maintained true to line,
grade, and cross-section by grading, watering, and rolling until placing the next
succeeding course. The first course of surfacing material shall be placed on all available
Subgrade before placing the succeeding course unless otherwise authorized by the
Engineer. Unless otherwise approved, there shall be a distance of not less than one station
between the construction of any 2-courses of surfacing or ballast.
Should irregularities develop in any surface during or after compaction, they shall
be remedied by loosening the surface and correcting the defects after which the entire
area including the surrounding surface shall be thoroughly recompacted. Any additional
materials necessary to make the repairs shall be furnished by the Contractor at the unit
Contract price.
4-04.3(8) Weather limitations
When, in the opinion of the Engineer, the weather is such that satisfactory results
cannot be obtained, the Contractor shall suspend operations until the weather is favorable.
No surfacing materials shall be placed in snow or on a soft, muddy, or frozen Subgrade.
4-04.3(9) hauling
Hauling equipment shall be routed over the Roadway in a manner to be most
effective in the compacting of the surfacing. Hauling over any of the surfacing in the
process of construction will not be permitted when, in the opinion of the Engineer, the
effect will be detrimental. All loads shall be of uniform capacity unless deviation is
expressly authorized by the Engineer.
4-04.3(10) hours of Work
The Contractor shall arrange surfacing operations so that the placing of materials
will be accomplished during daylight hours. However, when necessary to complete the
project within the time specified, or to avoid peak periods of public traffic, Work may be
undertaken during the hours of darkness, provided the Contractor furnishes and operates
adequate lighting. Inability to demonstrate reliable and satisfactory results will be reason
to order termination of night operations, and the Contractor shall procure additional
equipment and personnel necessary to satisfactorily complete the Work as specified while
operating during daylight hours only.
4-04.3(11) Permeable Ballast
Permeable ballast shall not be placed until the abutting pavement has been
completed unless designated by the Engineer. Permeable ballast shall be placed through a
spreader box in one lift. Processing of the permeable ballast course on the Roadway will
not be permitted. Compaction shall be accomplished by making a minimum of 3-passes
over the aggregate with a vibratory compactor of a type acceptable to the Engineer.
The density requirements of Section 4-04.3(5) shall not apply.
2010 Standard Specifications M 41-10 Page 4-7
BAllAST AND cRuShED SuRFAcING 4-04
4-04.4 Measurement
Crushed surfacing top course, base course, ballast, and gravel base, when mixed at
a central plant, will be measured by the ton. The weight of water added at the plant will
be deducted on a daily basis from the total tonnage of aggregates, including water, placed
that day which were processed through the central plant and placed on the Roadway.
The resultant tonnage of surfacing materials will be paid for at the unit Contract price.
The weight of deducted water will be converted to gallons and will be paid for at the unit
Contract price for water.
Crushed surfacing top course, base course, ballast, and gravel base, when mixed
by the road mix method, will be measured by the ton or by the cubic yard. If measured
by the cubic yard, measurement will be made in the hauling conveyance at the point of
delivery on the Roadway.
Permeable ballast will be measured by the ton or by the cubic yard.
Crushed surfacing materials for placement in stockpile will be measured by the ton
or cubic yard. If measured by the cubic yard, the volume will be determined by cross-
sectioning the stockpile.
Maintenance rock will be measured in the same manner prescribed for crushed
surfacing materials.
Water used in placing and compacting surfacing materials on the Roadway will be
measured in accordance with Section 2-07.
4-04.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal:
“Crushed Surfacing Top Course (or Base Course)”, per ton, or per cubic yard.
“Crushed Surfacing Top Course (or Base Course) in Stockpile”, per ton, or per
cubic yard.
“Crushed Surfacing Top Course (or Base Course) from Stockpile”, per ton, or per
cubic yard.
“Ballast”, per ton, or per cubic yard.
“Ballast in Stockpile”, per ton, or per cubic yard.
“Ballast from Stockpile”, per ton, or per cubic yard.
“Permeable Ballast”, per ton, or per cubic yard.
“Permeable Ballast in Stockpile”, per ton or per cubic yard.
“Permeable Ballast from Stockpile”, per ton or per cubic yard.
“Maintenance Rock ½ In. Minus in Stockpile”, per ton, or per cubic yard.
Page 4-8 2010 Standard Specifications M 41-10
4-05 VAcANT
4-05 VAcANT
2010 Standard Specifications M 41-10 Page 4-9
ASPhAlT TREATED BASE 4-06
4-06 ASPhAlT TREATED BASE
4-06.1 Description
Asphalt treated base consists of a compacted course of base material which has been
weatherproofed and stabilized by treatment with an asphalt binder.
The Work shall consist of one or more courses of asphalt treated base placed on
the Subgrade in accordance with these Specifications and in conformity with the lines,
grades, thicknesses, and typical cross-sections shown in the Plans or as staked.
4-06.2 Materials
Materials shall meet the requirements of the following sections:
Asphalt 9-02.1
Anti-Stripping Additive 9-02.4
Aggregates 9-03.6
The grade of paving asphalt shall be as required in the Contract.
4-06.3 construction Requirements
4-06.3(1) Asphalt Mixing Plant
Asphalt mixing plants for asphalt treated base shall meet the following requirements:
heating
The plant shall be capable of heating the aggregates to the required temperature.
Proportioning
The mixing plant shall be capable of proportioning: the aggregates to meet the
Specifications; and the asphalt at the rate specified by the Engineer. If the aggregates are
supplied in two or more sizes, means shall be provided for proportioning or blending the
different sizes of aggregates to produce material meeting the Specification requirements.
Mixing
The mixer shall be capable of producing a uniform mixture of uniformly coated
aggregates meeting the requirements of these Specifications.
4-06.3(2) Preparation of Aggregates
Aggregates for asphalt treated base shall be stockpiled before use in accordance with
the requirements of Section 3-02.
The aggregates shall be heated as required by the Engineer.
4-06.3(2)A Mix Design
The mix design requirements for asphalt treated base shall be as described in
Section 5-04.3(7)A.
4-06.3(3) heating of Asphalt Material
Heating of the asphalt material shall conform to the requirements of
Section 5-04.3(6).
4-06.3(4) Mixing
The asphalt treated base shall be mixed in accordance with the requirements
of Section 5-04.3(8).
4-06.3(5) hauling Equipment
Hauling equipment for asphalt treated base shall conform to the requirements of
Section 5-04.3(2).
Page 4-10 2010 Standard Specifications M 41-10
4-06 ASPhAlT TREATED BASE
4-06.3(6) Spreading and Finishing
Asphalt treated base shall be spread with a spreading machine equipped with a
stationary, vibratory, or oscillating screed or cut-off device, subject to the approval of
the Engineer. Approval of the equipment shall be based on a job demonstration that the
finished product will meet all requirements of the Specifications. Automatic controls will
not be required.
The temperature of the mixture at the time compaction is achieved shall be a
minimum of 185°F.
4-06.3(6)A Subgrade Protection course
Unless otherwise specified by the Engineer, the Contractor shall place the asphalt
treated base as a protection for the prepared Subgrade on all sections of individual
Roadways which are to receive asphalt treated base as soon as 10,000-square yards of
Subgrade is completed. This requirement shall not be limited to contiguous areas on
the project.
The surface of the Subgrade protection layer when constructed on a grading project
shall conform to grade and smoothness requirements that apply to the Subgrade upon
which it is placed.
4-06.3(6)B Finish course
The final surface course of the asphalt treated base, excluding Shoulders, shall not
deviate at any point more than ⅜-inch from the bottom of a 10-foot straightedge laid
in any direction on the surface on either side of the Roadway crown. Failure to meet
this requirement shall necessitate sufficient surface correction to achieve the required
tolerance, as approved by the Engineer, at no expense to the Contracting Agency.
When Portland cement concrete pavement is placed on an asphalt base, the surface
tolerance of the asphalt base shall be such that no elevation lies more than 0.05-feet
below nor 0.00-feet above the plan grade minus the specified plan depth of Portland
cement concrete pavement. Prior to placing the Portland cement concrete pavement, any
such irregularities shall be brought to the required tolerance by grinding or other means
approved by the Engineer, at no expense to the Contracting Agency.
4-06.3(7) Density
The asphalt treated base shall be compacted to a density of not less than 80-
percent of the maximum theoretical density established for the mix by WSDOT
FOP for AASHTO T 209. The density of the base shall be determined by means of
tests on cores taken from the Roadway or with the nuclear gauge in accordance with
Section 5-04.3(10)B. The frequency of these tests shall be at the discretion of the
Engineer, but in no case shall it be less than one control lot for each normal day’s
production. The use of equipment which results in damage to the materials or produces
substandard workmanship will not be permitted.
4-06.3(8) Anti-Stripping Additive
An anti-stripping additive shall be added to the asphalt material in accordance
with Section 9-02.4, when directed by the Engineer.
4-06.4 Measurement
Asphalt treated base including paving asphalt will be measured by the ton.
2010 Standard Specifications M 41-10 Page 4-11
ASPhAlT TREATED BASE 4-06
4-06.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal:
“Asphalt Treated Base”, per ton.
“Anti-Stripping Additive”, by force account.
“Anti-Stripping Additive” will be paid for in accordance with Section 1-09.6 except
that no overhead, profit or other costs will be allowed. Payment will be made only for the
invoice cost of the additive. The quantity of asphalt material shall not be reduced by the
quantity of anti-stripping additive. For the purpose of providing a common Proposal for
all Bidders, the Contracting Agency has entered an amount in the Proposal to become a
part of the total Bid by the Contractor.
Page 4-12 2010 Standard Specifications M 41-10
4-06 ASPhAlT TREATED BASE
2010 Standard Specifications M 41-10 Page 5-1
DIVISION 5
SuRFAcE TREATMENTS AND PAVEMENTS
5-01 cEMENT cONcRETE PAVEMENT REhABIlITATION
5-01.1 Description
This Work consists of rehabilitating or replacing section(s) of Portland cement
concrete pavement in accordance with these Specifications and in conformity with the
lines, grades, thicknesses, and typical cross-sections shown in the Plans or established by
the Engineer.
5-01.2 Materials
Materials shall meet the following requirements of the following sections:
Portland Cement 9-01
Fine Aggregate 9-03
Coarse Aggregate 9-03
Combined Aggregate 9-03
Joint Filler 9-04.1
Joint Sealants 9-04.2
Dowel Bars 9-07.5
Tie Bars 9-07.6
Concrete Patching Material 9-20
Curing Materials and Admixtures 9-23
Water 9-25
Epoxy Resins (bonding agents) 9-26
Parting Compound shall be a curing compound, grease or other substance approved
by the Project Engineer.
Dowel Bar Retrofit
Dowel bar expansion caps shall be tight fitting and made of non-metallic material,
which will allow for ¼-inch of movement at each end of the bar.
Chairs for supporting the dowel bar shall be epoxy coated according to
Section 9-07.3 or made from non-metallic material.
The foam insert shall be closed cell foam faced with poster board material or plastic
faced material on each side commonly referred to as foam core board by office suppliers.
The foam insert shall be capable of remaining in a vertical position and tight to all edges
during the placement of the concrete patching material. Caulking filler used for sealing
the transverse joint at the bottom and sides of the slot shall be a silicone caulk.
5-01.3 construction Requirements
5-01.3(1) Vacant
5-01.3(1)A concrete Mix Designs
The Contractor shall use either concrete patching materials or Portland cement
concrete for the rehabilitation of cement concrete pavement. Concrete patching materials
shall be used for spall repair and dowel bar retrofitting and may be used for concrete
panel replacement; Portland cement concrete is only allowed for concrete panel
replacement.
Page 5-2 2010 Standard Specifications M 41-10
5-01 cEMENT cONcRETE PAVEMENT REhABIlITATION
5-01.3(1)A1 concrete Patching Materials
1. Materials. The prepackaged concrete patching material shall conform to
Section 9-20. The aggregate extender shall conform to Section 9-03.1(4),
AASHTO Grading No. 8.
2. Submittals and Mix Approval. The Contractor shall use the Manufacturer’s
recommended proportions for the mix design to be submitted to the Project
Engineer for the concrete patching material. The Contractor’s submittal shall
include the mix proportions of the prepackaged concrete patching material,
water, aggregate extender, and the proposed sources for all aggregates. If not
approved for use on the QPL, submit test data indicating compliance with
Section 9-20.
5-01.3(1)A2 Portland cement concrete
Portland cement concrete shall meet the requirements of Sections 5-05.3(1) and
5-05.3(2) and be air entrained with a design air content of 5.5-percent.
5-01.3(1)B Equipment
In addition to Sections 5-05.3(3)A, 5-05.3(3)B, 5-05.3(3)D and 5-05.3(3)E the
following shall apply:
1. Mobile volumetric mixers shall be calibrated in accordance with Section
6-09.3(1)H. The references to the latex admixture shall not apply.
2. The equipment for grinding cement concrete pavement shall use diamond
embedded saw blades gang mounted on a self propelled machine that is
specifically designed to smooth and texture concrete pavement. The equipment
shall not damage the underlying surface, cause fracture, or spalling of
any joints.
5-01.3(2) Material Acceptance
5-01.3(2)A concrete Patching Material
Acceptance shall be based on field verification of the prepackaged patching material,
and whether the amount of added water and aggregate extender complies with the
mix design.
5-01.3(2)B Portland cement concrete
The point of acceptance will be at the discharge of the placement system.
The concrete producer shall provide a certificate of compliance for each truckload of
concrete in accordance with Section 6-02.3(5)B.
Acceptance testing for compliance of air content and 28-day compressive strength
shall be conducted from samples obtained according to FOP for WAQTC TM 2.
Air content shall be determined by conducting WAQTC FOP for AASHTO T 152.
Compressive Strength shall be determined by WSDOT FOP for AASHTO T 22 and
WSDOT FOP for AASHTO T 23. The lower Specification limit for air content shall be
3-percent, and the upper Specification limit for air content shall be 7-percent. The lower
Specification limit for compressive strength shall be 1,200-psi less than that established
in the mix design as the arithmetic mean of the five sets of 28-day compressive strength
cylinders, or 3,000-psi, whichever is higher. These compressive strength cylinders are to
be cast at the same time as the flexural beams that were used to prequalify the mix design
under Section 5-05.3(1). There is no upper Specification limit for 28-day compressive
strength.
2010 Standard Specifications M 41-10 Page 5-3
cEMENT cONcRETE PAVEMENT REhABIlITATION 5-01
The Contractor shall provide cure boxes in accordance with Section 6-02.3(5)H, and
protect concrete cylinders in cure boxes from excessive vibration and shock waves during
the curing period in accordance with Section 6-02.3(6)D. Payment for cure boxes shall be
in accordance with Section 6-02.5.
5-01.3(2)B1 Rejection of concrete
Rejection by the Contractor: The Contractor may, prior to sampling, elect to remove
any defective material and replace it with new material at no expense to the Contracting
Agency. The replacement material will be sampled, tested and evaluated for acceptance.
Rejection without Testing: The Project Engineer may reject any load that appears
defective prior to placement. Material rejected before placement shall not be incorporated
into the pavement. No payment will be made for the rejected materials unless the
Contractor requests that the rejected material be tested. If the Contractor elects to have
the rejected materials tested, a sample will be taken and both the air content and strength
shall be tested by WSDOT.
Payment for rejected material will be based on the results of the one sample, which
was taken and tested. If the rejected material fails either test, no payment will be made
for the rejected material and in addition, the cost of sampling and testing, at the rate of
$250.00 per sample shall be borne by the Contractor. If the rejected material passes both
tests the mix will be compensated for at actual invoice cost and the cost of the sampling
and testing will borne by the Contracting Agency.
5-01.3(3) Vacant
5-01.3(4) Replace Portland cement concrete Panel
Curing, cold weather Work, concrete pavement construction in adjacent lanes,
and protection of pavement shall meet the requirements of Section 5-05.3(13) through
Section 5-05.3(15).
Concrete slabs to be replaced as shown in the Plans or staked by the Project
Engineer shall be at least 6.0-feet long and full width of an existing pavement panel.
The portion of the panel to remain in place shall have a minimum dimension of 6-feet
in length and full panel width; otherwise the entire panel shall be removed and replaced.
There shall be no new joints closer than 3.0-feet to an existing transverse joint or crack.
A vertical full depth saw cut is required along all longitudinal joints and at transverse
locations and, unless the Engineer approves otherwise, an additional vertical full depth
relief saw cut located 12-inches to 18-inches from and parallel to the initial longitudinal
and transverse saw cut locations is also required. Removal of existing cement concrete
pavement shall not cause damage to adjacent slabs that are to remain in place. The
Contractor, at no cost to the Contracting Agency, shall repair any damage caused by the
Contractor’s operation. In areas that will be ground, slab replacements shall be performed
prior to pavement grinding.
When new concrete pavement is to be placed against existing cement concrete
pavement, tie bars and dowel bars shall be drilled and grouted into the existing pavement
with either Type I or IV epoxy resin as specified in Section 9-26. Tie bars are not required
for panel replacement less than a full panel.
Dowel bars shall be placed at the mid depth of the concrete slab, centered over the
transverse joint, and parallel to the centerline and to the Roadway surface.
Placement tolerances for dowel bars
1. ± 1-inch of the middle of the concrete slab depth.
2. ± 1-inch of being centered over the transverse joint.
3. ± ½-inch from parallel to the centerline.
4. ± ½-inch from parallel to the Roadway surface.
Page 5-4 2010 Standard Specifications M 41-10
5-01 cEMENT cONcRETE PAVEMENT REhABIlITATION
Dowel bars may be adjusted to avoid contact with existing dowel bars
in the transverse joint at approach slabs or existing panels without exceeding
specified tolerances.
Tie bars shall be placed at the mid depth of the concrete slab, centered over the joint,
perpendicular to centerline, and parallel to the Roadway surface.
Placement tolerances for tie bars
1. ±1-inch of the middle of the concrete slab depth.
2. ±1-inch of being centered over the joint.
3. ±1-inch from perpendicular to the centerline.
4. ±1-inch from parallel to the Roadway surface.
The horizontal position of tie bars may be adjusted to avoid contact with existing tie
bars in the longitudinal joint where panel replacement takes place.
Dowel bars and tie bars shall be placed according to the Standard Plan when
multiple panels are placed.
Panels shall be poured separately from the bridge approach slab.
Dowel bars to be drilled into existing concrete or at a new transverse contraction
joint shall have a parting compound, such as curing compound, grease, or other Project
Engineer approved equal, applied to them prior to placement.
The tie bar and dowel bar holes shall be blown clean with compressed air before
grouting. The bar shall be centered in the hole for the full length of embedment before
grouting. The grout shall then be pumped into the hole around the bar in a manner that
the back of the hole will be filled first. Blocking or shimming shall not impede the flow
of the grout into the hole. Dams, if needed, shall be placed at the front of the holes to
confine the grout. The dams shall permit the escape of air without leaking grout and shall
not be removed until grout has cured in the hole.
The Contractor shall smooth the surfacing below the removed panel and compact
it to the satisfaction of the Project Engineer. Crushed surfacing base course, or hot mix
asphalt may be needed to bring the surfacing to grade prior to placing the new concrete.
If the material under the removed panel is uncompactable and the Project Engineer
requires it, the Contractor shall excavate the Subgrade 2-feet, place a soil stabilization
construction geotextile meeting the requirements of Section 9-33, and backfill with
crushed surfacing base course. This Work may include:
1. Furnishing and hauling crushed surfacing base course to the project site.
2. Excavating uncompactable material.
3. Furnishing and placing a soil stabilization construction geotextile.
4. Backfilling and compacting crushed surfacing base course.
5. Removing, hauling and restocking any unused crushed surfacing base course.
Side forms shall meet the requirements of Section 5-05.3(7)B whenever a sawed full
depth vertical face cannot be maintained.
The Contractor shall place a bond-breaking material such as polyethylene film,
roofing paper, or other material as approved by the Engineer along all existing concrete
surfaces and between the bottom of the slab and treated bases prior to placing concrete.
Grade control shall be the responsibility of the Contractor.
All panels shall be struck off level with the adjacent panels and floated to
a smooth surface.
Final finish texturing shall meet the requirements of Section 5-05.3(11).
2010 Standard Specifications M 41-10 Page 5-5
cEMENT cONcRETE PAVEMENT REhABIlITATION 5-01
In areas where the Plans do not require grinding, the surface smoothness will
be measured with a 10-foot straightedge by the Project Engineer in accordance with
Section 5-05.3(12). If the replacement panel is located in an area that will be ground
as part of portland cement concrete pavement grinding in accordance with Section
5-01.3(9), the surface smoothness shall be measured, by the Contractor, in conjunction
with the smoothness measurement done in accordance with Section 5-01.3(10).
All transverse and longitudinal joints shall be sawed and sealed in accordance
with Section 5-05.3(8). The Contractor may use a hand pushed single blade saw for
sawing joints.
Opening to traffic shall meet the requirements of Section 5-05.3(17).
5-01.3(5) Partial Depth Spall Repair
Removal of the existing pavement shall not damage any pavement to be left in
place. Any existing pavement that is to remain that has been damaged shall be repaired
at the Contractor’s expense. If jackhammers are used for removing pavement, they
shall not weigh more than 30-pounds, and chipping hammers shall not weigh more
than 15-pounds. All power driven hand tools used for the removal of pavement shall be
operated at angles less than 45-degrees as measured from the surface of the pavement to
the tool. The patch limits shall extend beyond the spalled area a minimum of 3.0-inches.
Repair areas shall be kept square or rectangular. Repair areas that are within 12.0-inches
of another repair area shall be combined.
A vertical saw cut shall be made to a minimum depth of 2.0-inches around the area
to be patched as marked by the Project Engineer. The Contractor shall remove material
within the perimeter of the saw cut to a depth of 2.0-inches, or to sound concrete as
determined by the Project Engineer.
The surface patch area shall be sand blasted and all loose material removed.
All sandblasting residue shall be removed using dry oil-free air.
Spall repair shall not be done in areas where dowel bars are encountered.
When a partial depth repair is placed directly against an adjacent longitudinal joint,
a bond-breaking material such as polyethylene film, roofing paper, or other material as
approved by the Engineer shall be placed between the existing concrete and the area to
be patched.
Patches that abut working transverse joints or cracks require placement of a
compressible insert. The new joint or crack shall be formed to the same width as
the existing joint or crack. The compressible joint material shall be placed into the
existing joint 1.0-inch below the depth of repair. The compressible insert shall extend
at least 3.0-inches beyond each end of the patch boundaries.
Patches that abut the lane/Shoulder joint require placement of a formed edge, along
the slab edge, even with the surface.
The patching material shall be mixed, placed, consolidated, finished and cured
according to manufacturer’s recommendations. Slab/patch interfaces that will not receive
pavement grinding shall be sealed (painted) with a 1:1 cement-water grout along the
patch perimeter.
The Contractor shall reseal all joints in accordance with Section 5-05.3(8)B.
Opening to traffic shall meet the requirements of Section 5-05.3(17).
Page 5-6 2010 Standard Specifications M 41-10
5-01 cEMENT cONcRETE PAVEMENT REhABIlITATION
5-01.3(6) Dowel Bar Retrofit
Dowel bars shall be installed in the existing concrete pavement joints and transverse
cracks where shown in the Plans or as marked by the Project Engineer.
Saw cut slots will be required in the pavement to place the center of the dowel
at mid-depth in the concrete slab. The completed slot shall provide a level, secure
surface for the feet of the dowel bar chairs. Slots that intersect longitudinal or random
cracks shall not be retrofitted. When gang saws are used, slots that are not used shall be
cleaned and sealed with either Type I or IV epoxy resin as specified in Section 9-26. The
transverse joint between Portland Cement Concrete Pavement and a Bridge approach slab
shall not be retrofitted.
Saw cut slots shall be prepared such that dowel bars can be placed at the mid depth
of the concrete slab, centered over the transverse joint, and parallel to the centerline and
to the Roadway surface.
Placement tolerances for dowel bars
1. ± 1-inch of the middle of the concrete slab depth.
2. ± 1-inch of being centered over the transverse joint.
3. ± ½-inch from parallel to the centerline.
4. ± ½-inch from parallel to the Roadway surface.
If jackhammers are used to break loose the concrete they shall weigh less than
30-pounds.
All slot surfaces shall be cleaned to bare concrete by sand blasting. The cleaning
shall remove all slurry, parting compound, and other foreign materials prior to installation
of the dowel. Any damage to the concrete shall be repaired by the Contractor at no cost
to the Contracting Agency. Traffic shall not be allowed on slots where concrete has
been removed.
Prior to placement, the dowel bars shall be lightly coated with a parting compound
and placed on a chair that will provide a minimum of ½-inch clearance between the
bottom of the dowel and the bottom of the slot.
The chair design shall hold the dowel bar tightly in place during placement of the
concrete patching material. Immediately prior to placement of the dowel bar and concrete
patching material, the Contractor shall caulk the transverse joint or crack at the bottom
and sides of the slot as shown in the Plans. The caulking filler shall not be placed any
farther than ½-inch outside either side of the joint or crack. The transverse joint or crack
shall be caulked sufficiently to satisfy the above requirements and to prevent any of the
patching material from entering the joint/crack at the bottom or sides of the slot.
A ⅜-inch thick foam insert shall be placed at the middle of the dowel to maintain
the transverse joint. The foam insert shall fit tightly around the dowel and to the bottom
and edges of the slot and be a minimum of 1½-inch below the existing concrete surface.
The foam insert shall be capable of remaining in a vertical position and held tightly to
all edges during placement of the patch. If for any reason the foam insert shifts during
placement of the patch the Work shall be rejected and redone at the Contractor’s expense.
Patching material shall be consolidated by using a 1.0-inch or less diameter vibrator
as approved by the Project Engineer. The Contractor shall not overwork the patching
material during the patch consolidation process.
The patching material on the surface of the dowel bar slots shall not be overworked,
causing segregation and leaving the fine material on the surface. The patching
material shall be left ⅛-inch to ¼-inch high and not finished flush with the existing
concrete surface.
2010 Standard Specifications M 41-10 Page 5-7
cEMENT cONcRETE PAVEMENT REhABIlITATION 5-01
The joint shall be maintained by saw cutting the surface with a hand pushed single
blade saw. The cut width shall be 3⁄16 to 5⁄16-inch and the depth 1½-inches. The cut length
shall be 2¼-feet long centered over the 3 retrofit dowel bars and shall be sawed within
24-hours after placement of the concrete patching material.
Opening to traffic shall meet the requirements of Section 5-05.3(17).
5-01.3(7) Sealing Existing concrete Random cracks
The Contractor shall route, clean and seal existing concrete random cracks
where indicated by the Project Engineer. Cracks smaller than 5⁄16-inch in width shall be
routed to 5⁄16-inch wide by 1-inch deep prior to placing the sealant. Cracks over 5⁄16-inch in
width shall be cleaned and sealed.
All incompressible material shall be completely removed from the existing random
crack to a depth of ¾-inch. Immediately prior to sealing, the cracks shall be blown clean
with dry, oil free compressed air.
The top surface of the sealant shall be at least ¼-inch below the surface of
the pavement.
5-01.3(8) Sealing Existing Transverse and longitudinal Joints
The Contractor shall clean and seal existing transverse and longitudinal joints where
shown in the Plans or as marked by the Project Engineer.
Old sealant and incompressible material shall be completely removed from the joint
to the depth of the new reservoir with a diamond blade saw. The removed sealant shall
become the property of the Contractor and be removed from the jobsite.
Removal of the old sealant for the entire depth of the joint is not required if the
depth of the new reservoir is less than the depth of the existing joint.
Joints constructed with joint tape do not require cleaning and sealing.
Immediately prior to sealing, the cracks shall be blown clean with dry oil-free
compressed air. The joints shall be completely dry before the sealing installation
may begin. Immediately following the air blowing, the sealant material shall be
installed in conformance to manufacturer’s recommendations and in accordance
with Section 5-05.3(8)B.
The top surface of the sealant shall be at least ¼-inch below the surface of
the pavement.
5-01.3(9) Portland cement concrete Pavement Grinding
Pavement grinding shall begin within 10-working days of placing dowel bar retrofit
patching materials. Once the grinding operation has started it shall be continuous until
completed. The right travel lane in the direction of traffic shall be ground first.
The pavement shall be ground in a longitudinal direction beginning and ending at
lines normal to the pavement centerline. The minimum overlap between longitudinal
passes shall be 2.0-inches. Ninety-five-percent of the surface area of the pavement to be
ground shall have a minimum of ⅛-inch removed by grinding.
Bridge decks, bridge approach slabs and bridge overlay insets shall not be ground.
The ground pavement shall be feathered to match the elevation of the above features.
5-01.3(9)A Surface Finish
The final surface texture shall be uniform in appearance with longitudinal corduroy
type texture. The grooves shall be between 3⁄32 and 5⁄32-inches wide, and no deeper than 1⁄16-
inch. The land area between the grooves shall be between 1⁄16 and ⅛-inches wide.
Page 5-8 2010 Standard Specifications M 41-10
5-01 cEMENT cONcRETE PAVEMENT REhABIlITATION
5-01.3(10) Pavement Smoothness
Perform the Work described in Section 5-05.3(12), and the following:
Where the pavement is ground, calculation of the profile index shall exclude dips
and depressions in the existing Roadway. The profilograph generated reports shall be
provided to the Project Engineer prior to payment. The smoothness perpendicular to the
centerline will be measured with a 10-foot straight edge within the lanes. There shall be
no vertical elevation differences of more than a ¼-inch between lanes.
5-01.3(11) concrete Slurry
All concrete slurry and grinding residue shall be removed from the Roadway on a
continual basis immediately behind the grinding or cutting operations. Slurry shall not be
allowed to drain across open traffic lanes and Shoulders. Slurry shall not be allowed to
drain into any waterway, placed on the Roadway slope within 200-feet of any waterway,
or other areas as designated by the Project Engineer. Prior to commencing grinding or
cutting operations, the Contractor shall submit to the Project Engineer for approval a plan
to prevent contaminants, such as grinding slurry or concrete debris, from entering ditches,
culverts, or other waterways, including wetlands or aquifers.
Concrete slurry shall be collected from the Roadway and disposed of by the
Contractor off the project site. The Contractor shall provide a copy of the permit for an
approved waste site for the disposal of the slurry prior to the start of the grinding.
Opening to traffic shall meet the requirements of Section 5-05.3(17).
5-01.4 Measurement
Replacement cement concrete panels will be measured by the square yard, based on
the actual width and length of the surface area placed.
Retrofit dowel bars will be measured per each for the actual number of bars used in
the completed Work.
No specific unit of measure will apply to the force account item of partial depth spall
repair.
Sealing existing concrete random cracks will be measured by the linear foot,
measured along the crack sealed.
Sealing transverse and longitudinal joints will be measured by the linear foot,
measured along the line of the completed joint.
Cement concrete pavement grinding will be measured by the square yard, based
on the actual width and length of area ground. Extra passes to meet the Specifications
or overlaps will not be measured.
No specific unit of measure will apply to the force account item of replace
uncompactable material.
5-01.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal:
“Replace Cement Concrete Panel”, per square yard.
The unit Contract price per square yard shall be full payment for all costs to
complete the Work as specified, including saw cutting full depth, removal and disposal
of the existing panels off of the Contracting Agency’s Right of Way, preparing the
surfacing below the new panel, provide, place and compact the crushed surfacing or hot
mix asphalt, furnishing and placing polyethylene film or building paper, furnishing and
placing the portland cement concrete, drilling the holes, providing and anchoring the
dowel bars and tie bars, and for all incidentals required to complete the Work as specified.
2010 Standard Specifications M 41-10 Page 5-9
cEMENT cONcRETE PAVEMENT REhABIlITATION 5-01
“Retrofit Dowel Bars”, per each.
The unit Contract price per each shall be full payment for all costs to complete
the Work as specified, including furnishing and installing parting compound, dowel bar
expansion caps, caulking filler, foam core insert material, cement patch where pavement
is removed for dowel bar retrofit and for all incidentals required to complete the Work
as specified.
“Partial Depth Spall Repair”, by force account as provided in Section 1-09.6.
To provide a common Proposal for all Bidders, the Contracting Agency has entered
an amount in the Proposal to become a part of the total Bid by the Contractor.
“Sealing Existing Concrete Random Crack”, per linear foot.
The unit Contract price per linear foot for “Sealing Existing Concrete Random
Crack” shall be full payment for all costs to complete the Work as specified, including
removing incompressible material, preparing and sealing existing random cracks where
existing random cracks are cleaned and for all incidentals required to complete the Work
as specified.
“Sealing Transverse and Longitudinal Joints”, per linear foot.
The unit Contract price per linear foot for “Sealing Transverse and Longitudinal
Joints”, shall be full payment for all costs to complete the Work as specified, including
removing incompressible material, preparing and sealing existing transverse and
longitudinal joints where existing transverse and longitudinal joints are cleaned and for
all incidentals required to complete the Work as specified.
“Cement Concrete Pavement Grinding”, per square yard.
The unit Contract price per square yard for “Cement Concrete Pavement Grinding”,
when multiplied by the number of units measured, shall be full payment for all costs
to complete the Work as specified. The costs of any additional pavement grinding and
profiling required to complete the Work as specified is also included in this payment.
“Replace Uncompactable Material”, by force account as provided in Section 1-09.6.
Payment for “Replace Uncompactable Material” will be by force account as
provided in Section 1-09.6 and will be full payment for all work required to replace
uncompactable material and provide base for the Concrete panel. This will include, but
not be limited to, excavating the subgrade, placement of a soil stabilization construction
geotextile, and backfilling with crushed surfacing base course, as well as the work
detailed in items 1 through 5 noted in 5-01.3(4). For the purpose of providing a common
Proposal for Bidders, the Contracting Agency has entered an amount in the Proposal to
become a part of the total Bid by the Contractor.
All costs associated with the containment, collection and disposal of concrete slurry
and grinding residue shall be included in the applicable concrete grinding or cutting items
of Work.
Page 5-10 2010 Standard Specifications M 41-10
5-02 BITuMINOuS SuRFAcE TREATMENT
5-02 BITuMINOuS SuRFAcE TREATMENT
5-02.1 Description
This Work shall consist of constructing a single or multiple course bituminous
surface treatment (BST) in accordance with these Specifications and in conformity with
the lines and cross-sections shown in the Plans or as designated by the Engineer.
5-02.1(1) New construction
This method of treatment requires two applications of asphalt emulsion and three
applications of aggregate. The initial application of asphalt emulsion is a prime coat
applied to an untreated Roadway that is followed with an application of aggregate.
The second application of asphalt emulsion is the tack coat and is followed with two
additional applications of aggregate.
5-02.1(2) Seal coats
This method require the placing of one application of asphalt emulsion and one
or more sizes of aggregate as specified to an existing pavement to seal and rejuvenate
the surface and to produce a uniform Roadway surface with acceptable nonskid
characteristics.
5-02.1(3) Pavement Sealers – Fog Seal
This method of treatment requires an application of asphalt emulsion over an
existing or newly constructed pavement as specified.
5-02.2 Materials
Materials shall meet the requirements of the following sections:
Cationic Emulsified Asphalt 9-02.1(6)
Aggregates for Bituminous Surface Treatment 9-03.4
Aggregate to be used for bituminous surface treatment shall be of the type and size
called for in the Plans or in the Proposal.
The asphalt emulsion to be used shall be the product which is called for in the
Special Provisions, the Proposal, or shown in the Plans, and may be conditionally
accepted at the source.
5-02.3 construction Requirements
5-02.3(1) Equipment
The equipment used by the Contractor shall be subject to approval by the Engineer
before its use.
The distributor shall be capable of uniformly applying asphalt emulsion at the
required application temperature and rate. Temperature measuring devices shall be
capable of reporting the temperature of asphalt emulsion in the tank and also the
temperature of the asphalt emulsion being applied to the Roadway. A tachometer shall
be required to accurately control the application of asphalt emulsion. Distributors shall
be equipped with an adjustable spray bar with pressure pump and gauge. The power
for operating the pressure pump shall be supplied by a power unit which will provide
a uniform spray from each of the nozzles across the spray bar and extensions. The
distributor truck shall have a volume control gauge. All reading devices and gauges shall
be easily accessible by Inspectors from the ground.
2010 Standard Specifications M 41-10 Page 5-11
BITuMINOuS SuRFAcE TREATMENT 5-02
Rollers for seal coats shall be self-propelled pneumatic tired rollers. Rollers for
new construction shall be a combination of self-propelled pneumatic tired rollers and
smooth-wheeled rollers. Each roller shall not weigh less than 12-tons and shall be capable
of providing constant contact pressure. Operation of the roller shall be in accordance with
the manufacturer’s recommendations.
Aggregate spreading equipment shall be self-propelled, supported on at least
four pneumatic tires, with an approved device for accurately metering and distributing
the aggregate uniformly over the Roadway surface. Spreading equipment shall be
so equipped that the operator has positive width control. This control shall allow the
operator to adjust the spreading width of aggregates in 6-inch increments without
stopping the machine.
Brooms shall be motorized and capable of controlling vertical pressure.
Other equipment necessary to satisfactorily perform the Work as specified herein or
as designated by the Engineer shall be subject to approval by the Engineer before its use
in the Work.
Additional units shall be used in the Work when, in the opinion of the Engineer, it
is considered necessary in order to fulfill the requirements of these Specifications, or to
complete the Work within the time specified.
5-02.3(2) Preparation of Roadway Surface
5-02.3(2)A New construction
The existing Roadway surface shall be shaped to a uniform grade and cross-section
as shown in the Plans, or as designated by the Project Engineer.
The Roadway shall be dampened, bladed and rolled until the entire Roadway surface
shows a uniform grading and conforms to the line, grade, and cross-section shown in the
Plans, or as staked. During the operation of blading and rolling, water shall be applied, if
necessary, in the amount and at the locations designated by the Project Engineer.
The entire surface shall be rolled with a smooth-wheeled or pneumatic-tired roller,
or both, as designated by the Engineer, except that the final rolling shall be accomplished
with a smooth-wheeled roller as specified in Section 5-02.3(1). Rolling shall continue
until the entire Roadway presents a firm, damp and unyielding surface.
Immediately before the prime coat of asphalt emulsion is applied, the Roadway
surface shall be in the following condition: firm and unyielding, damp, free from
irregularities and material segregation, and true to line, grade, and cross-section.
No traffic will be allowed on the prepared surface until the prime coat of asphalt
emulsion and aggregate is applied.
5-02.3(2)B Seal coats
The existing bituminous surface shall be swept with a power broom until it is free
from dirt or other foreign matter. Hand push brooms shall be used to clean omissions
of the power broom. In addition to power and hand brooms, the use of other equipment
may be necessary to thoroughly clean the Roadway prior to the application of asphalt
emulsion. Berms created by the removal of dirt or other foreign matter shall be evenly
distributed over the fore slope.
Repair of existing pavement shall be done in accordance with Section 5-04. The
HMA in repaired areas shall be fog sealed. HMA repaired areas may require a second
fog seal depending on surface texture as required by the Project Engineer. The pavement
surface shall be dry prior to fog sealing.
Page 5-12 2010 Standard Specifications M 41-10
5-02 BITuMINOuS SuRFAcE TREATMENT
5-02.3(2)c Pavement Sealing – Fog Seal
Where shown in the Plans or directed by the Engineer, the Contractor shall apply
a fog seal. Before application of the fog seal, all surfaces shall be thoroughly cleaned of
dust, soil, pavement grindings, and other foreign matter. The existing pavement surface
shall be dry.
5-02.3(2)D Soil Residual herbicide
Where shown in the Plans, soil residual herbicide shall be applied in accordance
with Section 5-04. Application of the BST shall begin within 24-hours after application of
the herbicide.
5-02.3(3) Application of Asphalt Emulsion and Aggregate
Upon the properly prepared Roadway surface, asphalt emulsion of the grade
specified in the Special Provisions shall be uniformly applied with distributors and
specified aggregates spread at the following rates:
Application Rate
Undiluted Asphalt
Emulsion (gal. per
sq. yd.) Applied
Aggregate Size
Aggregates
(lbs. per sq. yd.)
Applied
New Construction
Prime Coat 0.35-0.65 ½- No. 4
or ¾-½25-45
Seal Coat 0.35-0.60 ½- No. 4 25-40
Choke Stone N/A No. 4 - 0 4-6
Seal Coats
⅝-inch – No. 4
Choke Stone 0.40-0.65 ⅝- No. 4
No. 4 - 0
25-45
4-6
½-inch – No. 4
Choke Stone 0.35-0.55 ½- No. 4
No. 4 - 0
20-35
4-6
⅜-inch – No. 4 0.35-0.55 ⅜- No. 4 20-30
⅜-inch – No. 10 0.20-0.40 ⅜- No. 10 18-30
Choke Stone N/A No. 4 - 0 4-6
Pavement Sealing
Grade Diluted/Undiluted Application Rate (gal/sy)
CSS-1 or CSS-1h Diluted (One part water,
one part emulsion)0.10-0.18
CSS-1 or CSS-1h Undiluted 0.05-0.09
The Project Engineer will determine the application rates. The second application
of asphalt emulsion (seal coat) shall be applied the next day, or as approved by the
Project Engineer.
Longitudinal joints will be allowed at only the centerline of the Roadway, the center
of the driving lanes, or the edge of the driving lanes.
2010 Standard Specifications M 41-10 Page 5-13
BITuMINOuS SuRFAcE TREATMENT 5-02
To ensure uniform distribution of asphalt emulsion and that the distributor is
correctly calibrated, the Contractor shall provide a minimum 1,000-foot test strip when
beginning a BST section.
To avoid gaps and ridges at transverse junctions of separate applications of asphalt
emulsion and aggregate, the Contractor shall spread sufficient building paper over the
treated surface to ensure that the distributor will be functioning normally when the
untreated surface is reached. If ordered by the Project Engineer, the joints shall be cut
back to a neat edge prior to placing the building paper.
Should ridges, overlaps, or gaps occur at transverse joints, the Contractor shall repair
the defects to the satisfaction of the Project Engineer. In lieu of repair the Engineer may
elect to accept the completed joints and will deduct from monies due or that may become
due the Contractor, the sum of $200 for each joint where the deviations described above
are found. Should longitudinal joints occur outside the centerline of the Roadway, the
center of the driving lanes, or the edge of the driving lanes, the Contractor shall repair the
defects to the satisfaction of the Project Engineer.
All costs involved in making the corrections to defects described above shall be
borne by the Contractor and no payment will be made for this Work.
Omissions (skips) by the distributor or tire marks on the uncovered asphalt emulsion
shall be immediately covered by hand patching with the same grade of asphalt emulsion
and aggregate used on the project.
The area covered by any one spread of asphalt emulsion shall be no more than can
be covered with aggregate within 1-minute from the time of application upon any part of
the spread. If field conditions warrant, this time may be increased as designated by the
Project Engineer.
Unless otherwise designated by the Project Engineer, asphalt emulsion shall be
spread toward the source of aggregate to avoid injury to the freshly treated surface.
Before application to the Roadway, asphalt emulsion shall be heated to the following
temperatures or that recommended by the manufacturer:
Type and Grade of Asphalt Emulsion Distributor Temperature
Min. °F Max. °F
New Construction and Seal Coats:
CRS-1, CRS-2, CRS-2P 125 195
CMS-2, CMS-2S, CMS-2h 125 185
Fog Seal:
CSS-1, CSS-1h 70 140
Before application of the fog seal, all surfaces shall be thoroughly cleaned of
dust, soil, pavement grindings, and other foreign matter. The fog seal shall be CSS-1 or
CSS-1h emulsified asphalt uniformly applied to the pavement. The finished application
shall be free of streaks and bare spots. The emulsified asphalt may be diluted at a
rate of one part water to one part emulsified asphalt unless otherwise directed by the
Project Engineer.
Fog sealing shall be applied no sooner than 3-days, but no later than 14-days after
new construction or seal coat. If required, newly placed aggregates shall be swept prior
to the fog seal application. Rebrooming for fog seal applications shall be paid under
“Additional Brooming”, per hour as specified in Section 5-02.5.
Page 5-14 2010 Standard Specifications M 41-10
5-02 BITuMINOuS SuRFAcE TREATMENT
5-02.3(4) Vacant
5-02.3(5) Application of Aggregates
All aggregate stockpiles shall be watered down to provide aggregates that are
uniformly damp at the time of placement on the Roadway.
After the asphalt emulsion has been spread evenly over the Roadway surface,
aggregates of the type specified shall be evenly applied to the Roadway surface by
spreader equipment.
The aggregate shall be spread in one operation in such a manner that an 8-inch
strip of asphalt emulsion is left exposed along the longitudinal joint to form a lap for the
succeeding applications of asphalt emulsion. If necessary, thin or bare spots in the spread
of aggregate shall be corrected immediately by re-spreading with the chip spreader or by
hand spreading the aggregate.
A minimum of 3 pneumatic tired rollers providing a minimum of 2 complete
coverages to the Roadway immediately behind the spreading equipment for the coarse
aggregate shall be required.
The maximum rate of roller travel shall be limited to 8 mph.
The Contractor shall apply choke aggregates to the Roadway with additional
spreading equipment immediately following the initial rolling of the coarse aggregate
unless otherwise specified in the Contract documents or ordered by the Project Engineer.
Excess aggregate shall be removed from the Roadway. A minimum of 1 pass with a
pneumatic roller shall be made across the entire width of the applied choke aggregate.
The operation of trucks hauling aggregate from the stockpile shall be so regulated
that no damage, as determined by the Project Engineer, will result to the Highway or the
freshly applied asphalt surface.
The completed surface shall be allowed to cure and then broomed as soon
as practical.
If brooming causes rock to be turned or if the Project Engineer determines that
additional cure is needed, the Contractor shall broom the Roadway when directed by
the Project Engineer. If, after completion of the initial brooming, the Project Engineer
determines the need to remobilize for additional brooming, the Contractor shall rebroom
the areas designated by the Project Engineer. The Contractor shall apply water for dust
control during brooming operations when safety or environmental concerns arise, or as
otherwise determined by the Project Engineer.
The Contractor shall be held responsible for protecting all surface waters, riparian
habitats, or other sensitive areas that may be encroached upon by brooming operations.
Materials such as dirt, foreign material, or aggregates removed from these areas shall
become the property of the Contractor and shall be disposed of in accordance with
Section 2-03.3(7).
The Contractor shall use a pickup broom in all curbed areas, on all bridges, within
city limits, within environmentally sensitive areas, and where shown in the Plans both
before the application of asphalt emulsion and during the final brooming operation.
When the pickup broom does not satisfactorily pickup the aggregate, manual methods
shall be used. Materials collected by the pickup broom shall become the property of the
Contractor and shall be disposed of in accordance with Section 2-03.3(7).
Aggregates accumulated in intersections and driveways due to brooming operations
shall become the property of the Contractor and shall be disposed of in accordance with
Section 2-03.3(7).
The Contractor shall notify the Project Engineer when the brooming for each section
is considered complete. The Project Engineer will indicate acceptance or inform the
Contractor of deficiencies within 24-hours of notification.
2010 Standard Specifications M 41-10 Page 5-15
BITuMINOuS SuRFAcE TREATMENT 5-02
5-02.3(6) Additional Asphalt Emulsion and Aggregate
If the application of asphalt emulsion or aggregate, or both, is insufficient or
excessive for the required results, the Project Engineer may require the Contractor
to make an additional application of one or both materials in accordance with these
Specifications, or at the direction of the Project Engineer. Additional asphalt emulsion or
aggregate used will be paid for at the unit Contract prices for the materials used.
5-02.3(7) Patching and correction of Defects
Omissions by the distributor or damage to the treated surface of any coat shall be
immediately covered by hand patching with asphalt emulsion in adequate quantities.
Holes which develop in the surface shall be patched in the same manner as specified
in Section 5-02.3(2)A. All costs incurred by the Contractor, in coating omissions and
patching, shall be included in the unit Contract prices for the materials used.
Defects such as raveling, lack of uniformity, or other imperfections caused by faulty
workmanship shall be corrected and new Work shall not be started until such defects have
been remedied.
All improper workmanship and defective materials resulting from overheating,
improper handling or application, shall be removed from the Roadway by the Contractor
and be replaced with approved materials and workmanship at no expense to the
Contracting Agency.
If the Engineer determines a fog seal is necessary at any time during the life of the
Contract, the Contractor shall apply a fog seal. The CSS-1 or CSS-1h emulsified asphalt
may be diluted with water at a rate of 1-part water to 1-part emulsified asphalt unless
otherwise directed by the Project Engineer.
5-02.3(8) Progress of Work
The Contractor shall organize the Work so that no longitudinal joints shall remain
open overnight.
5-02.3(9) Protection of Structures
The Contractor shall be responsible for protecting monument covers, sewer lids,
manhole covers, water valve covers, drainage grates, inlets, railroad tracks, bridge
handrails and expansion joints, guardrails, curbs, road signs, guide posts or other facilities
from the application of asphalt emulsion and aggregates. This protective effort is to
include uncovering these items the same working day that the completed BST or seal coat
construction has passed the protected locations. If needed, drainage inlets shall be cleaned
out immediately after final brooming is completed. All costs incurred by the Contractor in
necessary protective measures shall be included in the unit Contract prices for the various
Bid items of Work involved.
5-02.3(10) unfavorable Weather
Asphalt emulsion shall not be applied to a wet Roadway. Subject to the
determination of the Project Engineer, asphalt emulsion shall not be applied during
rainfall, sand or dust storms, or before any imminent storms that might damage the
construction. The Project Engineer will have the discretion as to whether the surface and
materials are dry enough to proceed with construction.
The application of any asphalt emulsion to the Roadway shall be restricted to the
following conditions:
1. The Roadway surface temperature shall be at least 55ºF. The air temperature
shall be at least 60ºF and rising. The air temperature shall be not less than 70ºF
when falling and the wind shall be less than 10-miles per hour as estimated by
the Project Engineer.
Page 5-16 2010 Standard Specifications M 41-10
5-02 BITuMINOuS SuRFAcE TREATMENT
2. The surface temperature shall be not more than 130ºF or as otherwise
determined by the Project Engineer.
3. No asphalt emulsion shall be applied which cannot be covered 1-hour before
darkness. The Project Engineer may require the Contractor to delay application
of asphalt emulsion until the atmospheric and Roadway conditions are
satisfactory.
4. Construction of bituminous surface treatments shall not be carried out
before May 1 or after August 31 of any year except upon written order of the
Project Engineer.
5-02.3(11) Temporary Raised Pavement Markings
During bituminous surface treatment paving operations, temporary raised pavement
markings shall be maintained throughout the project. Temporary raised pavement
markings shall be installed on the Roadway that was paved that day. Temporary raised
pavement markings shall be in accordance with Section 8-23.
5-02.4 Measurement
Processing and finishing will be measured by the mile to the nearest 0.01-mile along
the main line Roadway. All related supplemental Roadways and irregular shaped areas
will be incidental.
Asphalt emulsion of the grade or grades specified will be measured by the ton in
accordance with Section 1-09.
Asphalt for fog seal will be measured by the ton, before dilution, in accordance with
Section 1-09.
Aggregate from stockpile for BST will be measured by the cubic yard in trucks at
the point of delivery on the Roadway.
Furnishing and placing crushed aggregate will be measured by the cubic yard
in trucks at the point of delivery on the Roadway, or by the ton in accordance with
Section 1-09.1.
Additional brooming will be measured by the hour.
Water will be measured in accordance with Section 2-07.
No specific unit of measure will apply to the calculated item of asphalt emulsion
price adjustment.
5-02.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal:
“Processing and Finishing”, per mile.
The unit Contract price per mile for “Processing and Finishing” shall be full pay for
all labor and equipment required for blading, scarifying, processing, leveling, finishing,
and the manipulation of aggregates as required. In the event the Proposal does not include
a Bid item for “Processing and Finishing” then all costs for processing and finishing shall
be included in other related items of Work.
“Asphalt Emulsion (_______)”, per ton.
The unit Contract price per ton for “Asphalt Emulsion (_______) shall be full pay
for furnishing the asphalt emulsion and for all labor and equipment for heating, hauling,
and spreading on the Roadway.
“Asphalt for Fog Seal”, per ton.
2010 Standard Specifications M 41-10 Page 5-17
BITuMINOuS SuRFAcE TREATMENT 5-02
The unit Contract price per ton for “Asphalt for Fog Seal” shall be full pay for all
costs of material, labor, tools and equipment necessary for the application of the fog seal
as specified.
“Agg. from Stockpile for BST”, per cubic yard.
The unit Contract price per cubic yard for “Aggregate from Stockpile for BST” shall
be full pay for all labor and equipment required for loading, transporting, and placing the
material in the finished Work.
“Furnishing and Placing Crushed (_______)”, per cubic yard.
“Furnishing and Placing Crushed (_______)”, per ton.
The unit Contract price per cubic yard or per ton for “Furnishing and Placing
Crushed (_______) shall be full pay for all labor and equipment required for furnishing,
transporting and placing the material in the finished Work.
“Additional Brooming”, per hour.
The unit Contract price per hour for “Additional Brooming” shall be full pay for all
labor and equipment necessary to rebroom the Roadway as specified.
“Water”, per M gal.
Payment for “Water” shall be in accordance with Section 2-07.5.
“Asphalt Emulsion Price Adjustment”, by calculation
“Asphalt Emulsion Price Adjustment” will be calculated and paid for as described in
Section 5-02.3(4).
If the Proposal does not include a Bid item for water, the Contractor shall dampen
stockpiled or furnished aggregate as required, and the cost thereof shall be included in
other related items of the Work.
Any incidental Work required to complete the bituminous surface treatment that is
not specifically mentioned as included with the Bid items above shall be performed by
the Contractor and shall be included in the unit Contract prices of the various related
Bid items.
Page 5-18 2010 Standard Specifications M 41-10
5-03 VAcANT
5-03 VAcANT
2010 Standard Specifications M 41-10 Page 5-19
hOT MIx ASPhAlT 5-04
5-04 hOT MIx ASPhAlT
5-04.1 Description
This Work shall consist of providing and placing 1 or more layers of plant-mixed
hot mix asphalt (HMA) on a prepared foundation or base in accordance with these
Specifications and the lines, grades, thicknesses, and typical cross-sections shown
in the Plans. The manufacture of HMA may include warm mix asphalt (WMA) processes
in accordance with these Specifications. WMA processes include organic additives,
chemical additives, and foaming.
HMA shall be composed of asphalt binder and mineral materials as may
be required, mixed in the proportions specified to provide a homogeneous, stable,
and workable mixture.
5-04.2 Materials
Materials shall meet the requirements of the following sections:
Asphalt Binder 9-02.1(4)
Cationic Emulsified Asphalt 9-02.1(6)
Anti-Stripping Additive 9-02.4
Warm Mix Asphalt Additive 9-02.5
Aggregates 9-03.8
Recycled Asphalt Pavement 9-03.8(3)B
Blending Sand 9-03.8(4)
Mineral Filler 9-03.8(5)
Recycled Material 9-03.21
The Contract documents may establish that the various mineral materials required
for the manufacture of HMA will be furnished in whole or in part by the Contracting
Agency. If the documents do not establish the furnishing of any of these mineral materials
by the Contracting Agency, the Contractor shall be required to furnish such materials in
the amounts required for the designated mix. Mineral materials include coarse and fine
aggregates, blending sand, and mineral filler.
The Contractor may choose to utilize recycled asphalt pavement (RAP) in the
production of HMA. If utilized, the amount of RAP shall not exceed 20-percent of the
total weight of the HMA. The RAP may be from pavements removed under the Contract,
if any, or pavement material from an existing stockpile.
The grade of asphalt binder shall be as required by the Contract. Prior to the
submittal of the mix design, the Contractor shall provide a written designation of the
grade of PG asphalt binder to be used. The Contractor may propose the substitution of
alternate grades of performance grade (PG) asphalt binder at no cost to the Contracting
Agency. The proposal will be approved if the proposed alternate asphalt binder has an
average 7-day maximum pavement design temperature that is equal to or higher than
the specified asphalt binder and has a minimum pavement design temperature that is
equal to or lower than the specified asphalt binder. The substituted asphalt binder shall
not exceed a one grade change for either of the design temperatures with a minimum
pavement design temperature no lower than minus 28°C. The substituted alternate grade
of asphalt binder shall be used in all HMA Contract items of the same class and originally
specified grade of asphalt binder. Blending of asphalt binder from different sources
is not permitted.
The Contractor may use warm mix asphalt (WMA) processes in the production
of HMA. The Contractor shall submit to the Engineer for approval the process that is
proposed and how it will be used in the manufacture of HMA.
Page 5-20 2010 Standard Specifications M 41-10
5-04 hOT MIx ASPhAlT
When the Contracting Agency provides aggregates or provides a source for the
production of aggregates, the Contract Provisions will establish the approximate
percentage of asphalt binder required in the mixture for each class of HMA.
Production of aggregates shall comply with the requirements of Section 3-01.
Preparation of stockpile site, the stockpiling of aggregates, and the removal of
aggregates from stockpiles shall comply with the requirements of Section 3-02.
5-04.3 construction Requirements
5-04.3(1) hMA Mixing Plant
Plants used for the preparation of HMA shall conform to the following requirements:
1. Equipment for Preparation of Asphalt Binder. Tanks for the storage of
asphalt binder shall be equipped to heat and hold the material at the required
temperatures. The heating shall be accomplished by steam coils, electricity, or
other approved means so that no flame shall be in contact with the storage tank.
The circulating system for the asphalt binder shall be designed to ensure proper
and continuous circulation during the operating period. A valve for the purpose
of sampling the asphalt binder shall be placed in either the storage tank or in
the supply line to the mixer.
2. Thermometric Equipment. An armored thermometer, capable of detecting
temperature ranges expected in the HMA mix, shall be fixed in the asphalt
binder feed line at a location near the charging valve at the mixer unit. The
thermometer location shall be convenient and safe for access by Inspectors.
The plant shall also be equipped with an approved dial-scale thermometer,
a mercury actuated thermometer, an electric pyrometer, or another approved
thermometric instrument placed at the discharge chute of the drier to
automatically register or indicate the temperature of the heated aggregates.
This device shall be in full view of the plant operator.
3. heating of Asphalt Binder. The temperature of the asphalt binder shall not
exceed the maximum recommended by the asphalt binder manufacturer. The
asphalt binder shall be heated in a manner that will avoid local variations in
heating. The heating method shall provide a continuous supply of asphalt
binder to the mixer at a uniform average temperature with no individual
variations exceeding 25°F. Also, when a WMA additive is included in the
asphalt binder, the temperature of the asphalt binder shall not exceed the
maximum recommended by the manufacturer of the WMA additive.
4. Sampling and Testing of Mineral Materials. The HMA plant shall be
equipped with a mechanical sampler for the sampling of the mineral materials.
The mechanical sampler shall meet the requirements of Section 1-05.6 for
the crushing and screening operation. The Contractor shall provide sufficient
space as required for the setup and operation of the field testing facilities of the
Contracting Agency.
5. Sampling hMA. The HMA plant shall provide for sampling HMA by one of
the following methods:
a. A mechanical sampling device attached to the HMA plant.
b. Platforms or devices to enable sampling from the hauling vehicle without
entering the hauling vehicle.
5-04.3(2) hauling Equipment
Trucks used for hauling HMA shall have tight, clean, smooth metal beds and shall
have a cover of canvas or other suitable material of sufficient size to protect the mixture
from adverse weather. Whenever the weather conditions during the workshift include, or
2010 Standard Specifications M 41-10 Page 5-21
hOT MIx ASPhAlT 5-04
are forecast to include, precipitation or an air temperature less than 45°F, the cover shall
be securely attached to protect the HMA.
In order to prevent the HMA mixture from adhering to the hauling equipment,
truck beds are to be sprayed with an environmentally benign release agent. Excess
release agent shall be drained prior to filling hauling equipment with HMA. Petroleum
derivatives or other coating material that contaminate or alter the characteristics of the
HMA shall not be used. For hopper trucks, the conveyer shall be in operation during the
process of applying the release agent.
5-04.3(3) hot Mix Asphalt Pavers
HMA pavers shall be self-contained, power-propelled units, provided with
an internally heated vibratory screed and shall be capable of spreading and finishing
courses of HMA plant mix material in lane widths required by the paving section shown
in the Plans.
Prior to the use of any HMA paver, the Contractor shall certify the paver is equipped
with the most current equipment available from the manufacturer for the prevention of
the segregation of the coarse aggregate particles. The certification shall list the make,
model, and year of the paver and any equipment that has been retrofitted to the paver.
The screed shall be operated in accordance with the manufacturer’s
recommendations and shall effectively produce a finished surface of the required
evenness and texture without tearing, shoving, segregating, or gouging the mixture.
A copy of the manufacturer’s recommendations shall be provided upon request by the
Contracting Agency. Extensions will be allowed provided they produce the same results,
including ride, density, and surface texture as obtained by the primary screed. Extensions
without augers and an internally heated vibratory screed shall not be used in the
Traveled Way.
The paver shall be equipped with automatic screed controls with sensors for either
or both sides of the paver. The controls shall be capable of sensing grade from an outside
reference line, sensing the transverse slope of the screed, and providing automatic signals
that operate the screed to maintain the desired grade and transverse slope. The sensor
shall be constructed so it will operate from a reference line or a mat referencing device.
The transverse slope controller shall be capable of maintaining the screed at
the desired slope within plus or minus 0.1-percent. The paver shall be equipped with
automatic feeder controls, properly adjusted to maintain a uniform depth of material
ahead of the screed.
Manual operation of the screed will be permitted in the construction of irregularly
shaped and minor areas. These areas include, but are not limited to, gore areas, road
approaches, tapers and left-turn channelizations.
When specified in the Contract, reference lines for vertical control will be required.
Lines shall be placed on both outer edges of the Traveled Way of each Roadway.
Horizontal control utilizing the reference line will be permitted. The grade and slope for
intermediate lanes shall be controlled automatically from reference lines or by means
of a mat referencing device and a slope control device. When the finish of the grade
prepared for paving is superior to the established tolerances and when, in the opinion
of the Project Engineer, further improvement to the line, grade, cross-section, and
smoothness can best be achieved without the use of the reference line, a mat referencing
device may be substituted for the reference line. Substitution of the device will be subject
to the continued approval of the Project Engineer. A joint matcher may be used subject
to the approval of the Project Engineer. The reference line may be removed after the
completion of the first course of HMA when approved by the Project Engineer. Whenever
the Engineer determines that any of these methods are failing to provide the necessary
vertical control, the reference lines will be reinstalled by the Contractor.
Page 5-22 2010 Standard Specifications M 41-10
5-04 hOT MIx ASPhAlT
The Contractor shall furnish and install all pins, brackets, tensioning devices, wire,
and accessories necessary for satisfactory operation of the automatic control equipment.
If the paving machine in use is not providing the required finish, the Project
Engineer may suspend Work as allowed by Section 1-08.6. Any cleaning or solvent type
liquids spilled on the pavement shall be thoroughly removed before paving proceeds.
5-04.3(3)A Material Transfer Device/Vehicle
Direct transfer of HMA from the hauling equipment to the paving machine will not
be allowed in the top 0.30-feet of the pavement section of hot mix asphalt (HMA) used
in traffic lanes with a depth of 0.08-feet or greater. A material transfer device or vehicle
(MTD/V) shall be used to deliver the HMA from the hauling equipment to the paving
machine. HMA placed in irregularly shaped and minor areas such as road approaches,
tapers, and turn lanes are excluded from this requirement.
The MTD/V shall mix the HMA after delivery by the hauling equipment and prior
to laydown by the paving machine. Mixing of the HMA shall be sufficient to obtain a
uniform temperature throughout the mixture. If a windrow elevator is used, the length
of the windrow may be limited in urban areas or through intersections, at the discretion
of the Project Engineer.
5-04.3(4) Rollers
Rollers shall be of the steel wheel, vibratory, or pneumatic tire type, in good
condition and capable of reversing without backlash. Operation of the roller shall be
in accordance with the manufacturer’s recommendations. When ordered by the Project
Engineer for any roller planned for use on the project, the Contractor shall provide a
copy of the manufacturer’s recommendation for the use of that roller for compaction
of HMA. The number and weight of rollers shall be sufficient to compact the mixture
in compliance with the requirements of Section 5-04.3(10). The use of equipment that
results in crushing of the aggregate will not be permitted. Rollers producing pickup,
washboard, uneven compaction of the surface, displacement of the mixture or other
undesirable results shall not be used.
5-04.3(5) conditioning of Existing Surface
When the surface of the existing pavement or old base is irregular, the Contractor
shall bring it to a uniform grade and cross-section as shown on the Plans or approved by
the Project Engineer.
Preleveling of uneven or broken surfaces over which HMA is to be placed may
be accomplished by using an asphalt paver, a motor patrol grader, or by hand raking,
as approved by the Project Engineer.
5-04.3(5)A Preparation of Existing Surfaces
Before construction of HMA on an existing paved surface, the entire surface
of the pavement shall be clean. All fatty asphalt patches, grease drippings, and other
objectionable matter shall be entirely removed from the existing pavement. All
pavements or bituminous surfaces shall be thoroughly cleaned of dust, soil, pavement
grindings, and other foreign matter. All holes and small depressions shall be filled with
an appropriate class of HMA. The surface of the patched area shall be leveled and
compacted thoroughly.
A tack coat of asphalt shall be applied to all paved surfaces on which any course
of HMA is to be placed or abutted. Tack coat shall be uniformly applied to cover the
existing pavement with a thin film of residual asphalt free of streaks and bare spots. A
heavy application of tack coat shall be applied to all joints. For Roadways open to traffic,
the application of tack coat shall be limited to surfaces that will be paved during the same
working shift. The spreading equipment shall be equipped with a thermometer to indicate
the temperature of the tack coat material.
2010 Standard Specifications M 41-10 Page 5-23
hOT MIx ASPhAlT 5-04
Equipment shall not operate on tacked surfaces until the tack has broken and cured.
If the Contractor’s operation damages the tack coat it shall be repaired prior to placement
of the HMA.
Unless otherwise approved by the Engineer, the tack coat shall be CSS-1, CSS-
1h, or STE-1 emulsified asphalt. The CSS-1 and CSS-1h emulsified asphalt may be
diluted with water at a rate not to exceed 1-part water to 1-part emulsified asphalt. The
tack coat shall not exceed the maximum temperature recommended by the emulsified
asphalt manufacturer.
5-04.3(5)B Preparation of untreated Roadway
When designated in the Plans the existing Roadway shall be prepared and primed.
The Roadway preparation shall be performed in accordance with the Bituminous Surface
Treatment provisions for this type of Work (Section 5-02.3(2)A), except that only one
application of asphalt and one application of aggregate shall be applied. The aggregate
shall conform either to the requirements of Section 9-03.4, 9-03.8 or shall consist of
other material approved by the Engineer. All other provisions of Section 5-02 pertaining
to New Construction bituminous surface treatments shall apply to this preparation Work,
except as hereinafter modified.
The prime coat shall be applied over the full length of the project. HMA shall
not be placed until the prime coat has cured for 5-days unless otherwise approved by
the Engineer.
Should any holes, breaks, or irregularities develop in the Roadway surface after the
prime coat has been applied, they shall be patched, as described in Section 5-04.3(5)A,
before placement of the HMA pavement. The Contractor shall maintain the completed
prime coat by blading or brooming with equipment and procedures approved by the
Engineer, until the HMA pavement is placed.
After the maintenance, patching or repair Work has been completed and immediately
prior to placing the HMA, the surface of the prime coat shall be swept clean of all dirt,
dust, or other foreign matter.
When the prime coat application is not specified in the Special Provisions or
shown in the Plans, the Contractor shall prepare the untreated Roadway as described
above and shall omit the prime coat treatment. The HMA shall be constructed on the
prepared Subgrade.
The Contractor shall prepare untreated Shoulders and traffic islands by blading and
compacting to provide a sound base for paving and shall omit the prime coat treatment.
The HMA shall be constructed on the prepared Subgrade.
5-04.3(5)c crack Sealing
When the Proposal includes a pay item for crack sealing, all cracks and joints
¼-inch and greater in width shall be cleaned with a stiff-bristled broom and compressed
air and then shall be filled completely with sand slurry.
The sand slurry shall consist of approximately 20-percent CSS-1 emulsified asphalt,
approximately 2-percent Portland cement, water (if required), and the remainder clean
No. 4-0 paving sand. The components shall be thoroughly mixed and then poured into
the cracks and joints until full. The following day, any cracks or joints that are not
completely filled shall be topped off with additional sand slurry. After the sand slurry is
placed, the filler shall be struck off flush with the existing pavement surface and allowed
to cure. The HMA overlay shall not be placed until the slurry has fully cured. The
requirements of Section 1-06 will not apply to the Portland cement and paving sand used
in the sand slurry.
Page 5-24 2010 Standard Specifications M 41-10
5-04 hOT MIx ASPhAlT
5-04.3(5)D Soil Residual herbicide
Where shown in the Plans, the Contractor shall apply one application of an approved
soil residual herbicide. The requirements of Section 8-02.3(2)A shall apply to this
application. Paving shall begin within 24-hours after application of the herbicide.
The material to be used shall be registered with the Washington State Department
of Agriculture for use under pavement. Before use, the Contractor shall obtain approval
of the material to be used and the proposed rate of application from the Project Engineer.
The following information shall be included in the request for approval of the material:
1. Brand Name of the Material;
2. Manufacturer;
3. Environmental Protection Agency (EPA) Registration Number;
4. Material Safety Data Sheet; and
5. Proposed Rate of Application.
5-04.3(5)E Pavement Repair
The Contractor shall excavate pavement repair areas and shall backfill these with
HMA in accordance with the details shown in the Plans and as staked. The Contractor
shall conduct the excavation operations in a manner that will protect the pavement that
is to remain. Pavement not designated to be removed that is damaged as a result of the
Contractor’s operations shall be repaired by the Contractor to the satisfaction of the
Project Engineer at no cost to the Contracting Agency. The Contractor shall excavate
only within one lane at a time unless approved otherwise by the Project Engineer. The
Contractor shall not excavate more area than can be completely finished during the
same shift.
The Project Engineer will determine the excavation depth, which may vary up to a
total depth of 1-foot. The determination will depend on the location of material suitable
for support of the pavement. The minimum width of any pavement repair area shall be
3-feet unless shown otherwise in the Plans. Before any excavation, the existing pavement
shall be sawcut or shall be removed by a pavement grinder. Excavated materials will
become the property of the Contractor and shall be disposed of in a Contractor-provided
site off the Right of Way or used in accordance with Sections 2-02.3(3) or 9-03.21.
Asphalt for tack coat shall be required as specified in Section 5-04.3(5)A. A heavy
application of tack coat shall be applied to all surfaces of existing pavement in the
pavement repair area. Placement of the HMA backfill shall be accomplished in lifts
not to exceed 0.35-foot compacted depth. Each lift shall be thoroughly compacted by a
mechanical tamper or a roller.
5-04.3(6) Vacant
5-04.3(7) Preparation of Aggregates
The aggregates shall be stockpiled according to the requirements of Section 3-02.
Sufficient storage space shall be provided for each size of aggregate. The aggregates shall
be removed from stockpile(s) in a manner to ensure a minimum of segregation when
being moved to the HMA plant for processing into the final mixture. Different aggregate
sizes shall be kept separated until they have been delivered to the HMA plant.
5-04.3(7)A Mix Design
5-04.3(7)A1 General
The Contractor shall develop a mix design prior to the initial production of HMA
and prior to the production of HMA each calendar year thereafter. The mix design
aggregate structure and asphalt binder content shall be determined in accordance with
WSDOT Standard Operating Procedure 732 and meet the requirements of Sections
2010 Standard Specifications M 41-10 Page 5-25
hOT MIx ASPhAlT 5-04
9-03.8(2) and 9-03.8(6). Mix designs that were developed during the calendar year prior
to the current year’s production of HMA that have been issued a WSDOT mix design
report will be accepted provided the Contractor submits a certification letter stating
that the aggregate and asphalt binder have not changed. Changes to aggregate that may
require a new mix design include the source of material or a change in the percentage
of material from a stockpile greater than 5-percent. Changes to asphalt binder that may
require a new mix design include the source of the crude petroleum supplied to the
refinery, the refining process, and additives or modifiers in the asphalt binder.
5-04.3(7)A2 Statistical or Nonstatistical Evaluation
Mix designs for HMA accepted by statistical and nonstatistical evaluation shall
be submitted to the Project Engineer on DOT form 350-042. For a mix design that was
originally developed for another WSDOT contract, the Contractor shall also submit DOT
form 350-041 and include all changes to the job mix formula that have been approved on
other contracts.
The Contractor shall submit representative samples of the mineral materials that
are to be used in the HMA production. The Contracting Agency will use these samples
to conduct verification testing of the mix design in accordance with WSDOT Standard
Operating Procedure 732 and to determine anti-strip requirements, if any, in accordance
with WSDOT test method T 718. Verification testing of HMA mix designs proposed by
the Contractor that include RAP will be completed without the inclusion of the RAP.
Submittal of RAP samples is not required. A mix design report will be provided within
25-calendar days after a mix design submittal has been received in the State Materials
Laboratory in Tumwater. No paving shall begin prior to issuance of the mix design report
or reference mix design report for that year.
5-04.3(7)A3 commercial Evaluation
Mix designs for HMA accepted by commercial evaluation shall be submitted to the
Project Engineer on DOT form 350-042; only the first page is required.
Verification of the mix design by the Contracting Agency is not required. The Project
Engineer will determine anti-strip requirements for the HMA. Paving shall not begin
before the anti-strip requirements have been provided to the Contractor. For commercial
HMA, the Contractor shall select a class of HMA and design level of Equivalent Single
Axle Loads (ESAL’s) appropriate for the required use.
5-04.3(8) Mixing
After the required amounts of mineral materials and asphalt binder have been
introduced into the mixer the HMA shall be mixed until a complete and uniform coating
of the particles and a thorough distribution of the asphalt binder throughout the mineral
materials is ensured.
When discharged, the temperature of the HMA shall not exceed the optimum
mixing temperature by more than 25°F as shown on the mix design or reference mix
design report or as approved by the Engineer. Also, when a WMA additive is included
in the manufacture of HMA, the discharge temperature of the HMA shall not exceed the
maximum recommended by the manufacturer of the WMA additive. A maximum water
content of 2-percent in the mix, at discharge, will be allowed providing the water causes
no problems with handling, stripping, or flushing. If the water in the HMA causes any of
these problems, the moisture content shall be reduced as directed by the Project Engineer.
Storing or holding of the HMA in approved storage facilities will be permitted
during the daily operation but in no event shall the HMA be held for more than 24-hours.
HMA held for more than 24-hours after mixing shall be rejected. Rejected HMA shall
be disposed of by the Contractor at no expense to the Contracting Agency. The storage
facility shall have an accessible device located at the top of the cone or about the third
Page 5-26 2010 Standard Specifications M 41-10
5-04 hOT MIx ASPhAlT
point. The device shall indicate the amount of material in storage. No HMA shall be
accepted from the storage facility when the HMA in storage is below the top of the cone
of the storage facility, except as the storage facility is being emptied at the end of the
working shift.
Recycled asphalt pavement (RAP) utilized in the production of HMA shall be sized
prior to entering the mixer so that a uniform and thoroughly mixed HMA is produced. If
there is evidence of the recycled asphalt pavement not breaking down during the heating
and mixing of the HMA, the Contractor shall immediately suspend the use of the RAP
until changes have been approved by the Project Engineer.
5-04.3(8)A Acceptance Sampling and Testing—hMA Mixture
5-04.3(8)A1 General
Acceptance of HMA shall be as provided under statistical, nonstatistical, or
commercial evaluation.
Acceptance of HMA by statistical evaluation is administered under the provisions
of Section 5-04.5(1) Quality Assurance Price Adjustments. Statistical evaluation will
be used for a class of HMA when the Proposal quantities for that class of HMA exceed
4,000-tons.
Nonstatistical evaluation will be used for the acceptance of HMA when the Proposal
quantities for a class of HMA are 4,000-tons or less.
Commercial evaluation will be used for Commercial HMA and for other classes
of HMA in the following applications: sidewalks, road approaches, ditches, slopes,
paths, trails, gores, prelevel, and pavement repair. Other nonstructural applications of
HMA accepted by commercial evaluation shall be as approved by the Project Engineer.
Sampling and testing of HMA accepted by commercial evaluation will be at the option
of the Project Engineer. The Proposal quantity of HMA that is accepted by commercial
evaluation will be excluded from the quantities used in the determination of statistical
and nonstatistical evaluation.
The mix design will be the initial JMF for the class of HMA. The Contractor may
request a change in the JMF. Any adjustments to the JMF will require the approval of
the Project Engineer and may be made in accordance with Section 9-03.8(7).
5-04.3(8)A2 Aggregate
For HMA accepted by statistical evaluation, the gradation of aggregates will be
included in the statistical calculations. The acceptance criteria for aggregate properties of
sand equivalent, uncompacted void content, and fracture will be their conformance to the
requirements of Section 9-03.8(2). These properties will not be included in the statistical
evaluation. Sampling and testing of aggregates accepted by commercial evaluation will
be at the option of the Project Engineer.
5-04.3(8)A3 Sampling
The random sampling of HMA will be by WSDOT Test Method T 716. Samples
for acceptance testing shall be obtained by the Contractor when ordered by the Engineer.
The Contractor shall sample the HMA mixture in the presence of the Engineer and in
accordance with WSDOT FOP for WAQTC/AASHTO T 168.
5-04.3(8)A4 Definition of Sampling Lot and Sublot
A lot is represented by randomly selected samples that will be tested for acceptance
with a maximum of 15 sublots per lot; the final lot may be increased to 25 sublots.
All of the test results obtained from the acceptance samples from a given lot shall be
evaluated collectively. If the Contractor requests a change to the JMF that is approved,
the material produced after the change will be evaluated on the basis of the new JMF for
the remaining sublots in the current lot and for acceptance of subsequent lots. For a lot in
2010 Standard Specifications M 41-10 Page 5-27
hOT MIx ASPhAlT 5-04
progress with a CPF less than 0.75, a new lot will begin at the Contractor ’s request after
the Project Engineer is satisfied that material conforming to the Specifications can be
produced.
Sampling and testing for statistical and nonstatistical evaluation shall be performed
on the frequency of one sample per sublot. The sublots shall be approximately uniform
in size with a maximum sublot size of 800-tons. The quantity of material represented
by the final sublot for either statistical or nonstatistical evaluation may be increased to a
maximum of two times the sublot quantity calculated. Should a lot accepted by statistical
evaluation contain fewer than three sublots, the HMA will be accepted in accordance with
nonstatistical evaluation
5-04.3(8)A5 Test Results
The results of all acceptance testing performed in the field and the Composite
Pay Factor (CPF) of the lot after three sublots have been tested will be available to the
Contractor through WSDOT’s website.
The Contractor may request a sublot be retested. To request a retest, the Contractor
shall submit a written request within 7-calendar days after the specific test results have
been posted to the website. A split of the original acceptance sample will be sent for
testing to either the Region Materials Laboratory or the State Materials Laboratory as
determined by the Project Engineer. The split of the sample will not be tested with the
same equipment or by the same tester that ran the original acceptance test. The sample
will be tested for a complete gradation analysis, asphalt binder content, and Va, and the
results of the retest will be used for the acceptance of the HMA in place of the original
sublot sample test results. The cost of testing will be deducted from any monies due or
that may come due the Contractor under the Contract at the rate of $250 per sample.
5-04.3(8)A6 Test Methods
Testing of HMA for compliance of Va will be by WSDOT Standard Operating
Procedure SOP 731. Testing for compliance of asphalt binder content will be by WSDOT
FOP for AASHTO T 308. Testing for compliance of gradation will be by WAQTC FOP
for AASHTO T 27/T 11.
5-04.3(8)A7 Test Section – hMA Mixtures
For each class of HMA accepted by statistical evaluation, the Contractor may
request a test section to determine whether the mixture meets the requirements of
Section 9-03.8(2) and 9-03.8(6). The test section shall be constructed at the beginning of
paving and will be at least 600-tons and a maximum of 1,000-tons or as approved by the
Project Engineer. No further wearing or leveling HMA will be paved the day of or the
day following the construction of the test section. The mixture in the test section will be
evaluated as a lot with a minimum of three sublots required.
5-04.3(9) Spreading and Finishing
The mixture shall be laid upon an approved surface, spread, and struck off to the
grade and elevation established. HMA pavers complying with Section 5-04.3(3) shall be
used to distribute the mixture. Unless otherwise directed by the Engineer, the nominal
compacted depth of any layer of any course shall not exceed the following:
HMA Class 1" 0.35-feet
HMA Class ¾" and HMA Class ½"
wearing course 0.30-feet
other courses 0.35-feet
HMA Class ⅜" 0.10-feet
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5-04 hOT MIx ASPhAlT
On areas where irregularities or unavoidable obstacles make the use of mechanical
spreading and finishing equipment impractical, the paving may be done with other
equipment or by hand.
When more than 1 JMF is being utilized to produce HMA, the material produced
for each JMF shall be placed by separate spreading and compacting equipment. The
intermingling of HMA produced from more than 1 JMF is prohibited. Each strip of HMA
placed during a work shift shall conform to a single JMF established for the class of
HMA specified unless there is a need to make an adjustment in the JMF.
5-04.3(10) compaction
5-04.3(10)A General
Immediately after the HMA has been spread and struck off, and after surface
irregularities have been adjusted, the mix shall be thoroughly and uniformly compacted.
The completed course shall be free from ridges, ruts, humps, depressions, objectionable
marks, and irregularities and shall conform to the line, grade, and cross-section shown in
the Plans. If necessary, the JMF may be altered in accordance with Section 9-03.8(7) to
achieve desired results.
Compaction shall take place when the mixture is in the proper condition so that no
undue displacement, cracking, or shoving occurs. Areas inaccessible to large compaction
equipment shall be compacted by mechanical or hand tampers. Any HMA that becomes
loose, broken, contaminated, shows an excess or deficiency of asphalt, or is in any way
defective, shall be removed and replaced with new hot mix that shall be immediately
compacted to conform to the surrounding area.
The type of rollers to be used and their relative position in the compaction sequence
shall generally be the Contractor’s option, provided the specified densities are attained.
An exception shall be that pneumatic tired rollers shall be used for compaction of the
wearing course beginning October 1st of any year through March 31st of the following
year. Coverages with a vibratory or steel wheel roller may precede pneumatic tired
rolling. Unless the Project Engineer has approved otherwise, vibratory rollers shall
not be operated in the vibratory mode when the internal temperature of the mix is less
than 175°F. Regardless of mix temperature, a vibratory roller shall not be operated in
a vibratory mode when checking or cracking of the mat occurs. Rollers shall only be
operated in static mode on bridge decks.
5-04.3(10)B control
5-04.3(10)B1 General
HMA mixture accepted by statistical or nonstatistical evaluation that is used in
traffic lanes, including lanes for ramps, truck climbing, weaving, and speed change, and
having a specified compacted course thickness greater than 0.10-foot, shall be compacted
to a specified level of relative density. The specified level of relative density shall be a
Composite Pay Factor (CPF) of not less than 0.75 when evaluated in accordance with
Section 1-06.2, using a minimum of 91.0-percent of the reference maximum density as
determined by WSDOT FOP for AASHTO T 209. The specified level of density attained
will be determined by the statistical evaluation of tests taken in accordance with FOP for
WAQTC TM 8 and WSDOT SOP T 729 on the day the mix is placed (after completion of
the finish rolling).
Each compaction lot will be divided into sublots with a maximum of 15 sublots
per lot; the final lot may be increased to 25 sublots. Sublots will be uniform in size with
a maximum of approximately 80-tons per sublot; the final sublot of the day may be
increased to 120-tons. The sublot locations within each density lot will be determined
by the stratified random sampling procedure conforming to WSDOT Test Method
2010 Standard Specifications M 41-10 Page 5-29
hOT MIx ASPhAlT 5-04
T 716. For a lot in progress with a CPF less than 0.75, a new lot will begin at the
Contractor’s request after the Project Engineer is satisfied that material conforming to the
Specifications can be produced.
HMA mixture accepted by commercial evaluation and HMA constructed under
conditions other than those listed above shall be compacted on the basis of a test point
evaluation of the compaction train. The test point evaluation shall be performed in
accordance with instructions from the Project Engineer. The number of passes with an
approved compaction train, required to attain the maximum test point density, shall be
used on all subsequent paving.
HMA for preleveling shall be thoroughly compacted. HMA that is used for
preleveling wheel rutting shall be compacted with a pneumatic tire roller unless otherwise
approved by the Engineer.
5-04.3(10)B2 cyclic Density
The Project Engineer may also evaluate the HMA for low cyclic density of the
pavement in accordance with WSDOT SOP 733. Low cyclic density areas are defined as
spots or streaks in the pavement that are less than 90.0-percent of the reference maximum
density. Any area tested for density under Section 5-04.3(10)B1 will be included in this
evaluation. A $500 price adjustment will be assessed for any 500-foot section with two or
more density readings below 90.0-percent of the reference maximum density.
5-04.3(10)B3 longitudinal Joint Density
The Project Engineer will evaluate the HMA wearing surface for low density at the
longitudinal joint in accordance with WSDOT SOP 735. Low density is defined as less
than 90.0-percent of the reference maximum density. If one density reading, at either
longitudinal joint, is below 90.0-percent of the reference maximum density, a $200 price
adjustment will be assessed for that sublot.
5-04.3(10)B4 Test Results
The nuclear moisture-density gauge results of all compaction acceptance testing and
the CPF of the lot after three sublots have been tested will be available to the Contractor
through WSDOT’s website. Determination of the relative density of the HMA with a
nuclear moisture-density gauge requires a correlation factor and may require resolution
after the correlation factor is known. Acceptance of HMA compaction will be based on
the statistical evaluation and CPF so determined.
For a sublot that did not meet the minimum of 91.0-percent of the reference
maximum density in a compaction lot with a CPF below 1.00 and thus subject to a price
reduction or rejection, the Contractor may request that a core be used for determination of
the relative density of the sublot. The relative density of the core will replace the relative
density determined by the nuclear moisture-density gauge for the sublot and will be used
for calculation of the CPF and acceptance of HMA compaction lot. When cores are taken
by the Contracting Agency at the request of the Contractor, they shall be requested by
noon of the next workday after the test results for the sublot have been provided or made
available to the Contractor. The core will be taken at approximately the same location
as the nuclear moisture-density gauge test in the compaction sublot being challenged.
Traffic control shall be provided by the Contractor as requested by the Project Engineer.
Failure by the Contractor to provide the requested traffic control will result in forfeiture
of the request for cores. When the CPF for the lot based on the results of the HMA cores
is less than 1.00, the cost for the coring will be deducted from any monies due or that
may become due the Contractor under the Contract at the rate of $200 per core and the
Contractor shall pay for the cost of the traffic control.
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5-04 hOT MIx ASPhAlT
5-04.3(11) Reject Work
5-04.3(11)A General
Work that is defective or does not conform to Contract requirements shall be
rejected.
5-04.3(11)B Rejection by contractor
The Contractor may, prior to sampling, elect to remove any defective material
and replace it with new material. Any such new material will be sampled, tested, and
evaluated for acceptance.
5-04.3(11)c Rejection Without Testing
The Project Engineer may, without sampling, reject any batch, load, or section
of Roadway that appears defective. Material rejected before placement shall not be
incorporated into the pavement. Any rejected section of Roadway shall be removed.
No payment will be made for the rejected materials or the removal of the materials
unless the Contractor requests that the rejected material be tested. If the Contractor elects
to have the rejected material tested, a minimum of three representative samples will be
obtained and tested. Acceptance of rejected material will be based on conformance with
the statistical acceptance Specification. If the CPF for the rejected material is less than
0.75, no payment will be made for the rejected material; in addition, the cost of sampling
and testing shall be borne by the Contractor. If the CPF is greater than or equal to 0.75,
the cost of sampling and testing will be borne by the Contracting Agency. If the material
is rejected before placement and the CPF is greater than or equal to 0.75, compensation
for the rejected material will be at a CPF of 0.75. If rejection occurs after placement and
the CPF is greater than or equal to 0.75, compensation for the rejected material will be at
the calculated CPF with an addition of 25-percent of the unit Contract price added for the
cost of removal and disposal.
5-04.3(11)D lots and Sublots
5-04.3(11)D1 A Partial Sublot
In addition to the random acceptance sampling and testing, the Project Engineer
may also isolate from a normal sublot any material that is suspected of being defective
in relative density, gradation or asphalt binder content. Such isolated material will not
include an original sample location. A minimum of 3 random samples of the suspect
material will be obtained and tested. The material will then be statistically evaluated as an
independent lot in accordance with Section 1-06.2(2).
5-04.3(11)D2 An Entire Sublot
An entire sublot that is suspected of being defective may be rejected. When a sublot
is rejected a minimum of 2 additional random samples from this sublot will be obtained.
These additional samples and the original sublot will be evaluated as an independent lot
in accordance with Section 1-06.2(2).
5-04.3(11)D3 A lot in Progress
The Contractor shall shut down operations and shall not resume HMA placement
until such time as the Project Engineer is satisfied that material conforming to the
Specifications can be produced:
a. When the Composite Pay Factor (CPF) of a lot in progress drops below 1.00
and the Contractor is taking no corrective action, or
b. When the Pay Factor (PF) for any constituent of a lot in progress drops below
0.95 and the Contractor is taking no corrective action, or
c. When either the PFi for any constituent or the CPF of a lot in progress is less
than 0.75.
2010 Standard Specifications M 41-10 Page 5-31
hOT MIx ASPhAlT 5-04
5-04.3(11)D4 An Entire lot
An entire lot with a CPF of less than 0.75 will be rejected. The designated
percentage reduction as defined in Section 1-06.2(2)B under Financial Incentive
Paragraph 1, Item 3, shall be 25-percent.
5-04.3(12) Joints
5-04.3(12)A Transverse Joints
The Contractor shall conduct operations such that the placing of the top or wearing
course is a continuous operation or as close to continuous as possible. Unscheduled
transverse joints will be allowed and the roller may pass over the unprotected end of the
freshly laid mixture only when the placement of the course must be discontinued for
such a length of time that the mixture will cool below compaction temperature. When
the Work is resumed, the previously compacted mixture shall be cut back to produce a
slightly beveled edge for the full thickness of the course.
A temporary wedge of HMA constructed on a 50H:1V shall be constructed where
a transverse joint as a result of paving or planning is open to traffic. The HMA in the
temporary wedge shall be separated from the permanent HMA by strips of heavy
wrapping paper or other methods approved by the Engineer. The wrapping paper shall
be removed and the joint trimmed to a slightly beveled edge for the full thickness of the
course prior to resumption of paving.
The material that is cut away shall be wasted and new mix shall be laid against the
cut. Rollers or tamping irons shall be used to seal the joint.
5-04.3(12)B longitudinal Joints
The longitudinal joint in any one course shall be offset from the course immediately
below by not more than 6-inches nor less than 2-inches. All longitudinal joints
constructed in the wearing course shall be located at a lane line or an edge line of the
Traveled Way.
On one-lane ramps a longitudinal joint may be constructed at the center of the traffic
lane, subject to approval by the Project Engineer, if:
1. The ramp must remain open to traffic, or
2. The ramp is closed to traffic and a hot-lap joint is constructed.
a. If a hot-lap joint is allowed at the center of the traffic lane, two paving
machines shall be used; a minimum compacted density in accordance
with Section 5-04.3(10)B shall be achieved throughout the traffic lane;
and construction equipment other than rollers shall not operate on any
uncompacted mix.
When HMA is placed adjacent to cement concrete pavement, the Contractor shall
construct longitudinal joints between the HMA and the cement concrete pavement. The
joint shall be sawed to the dimensions shown on Standard Plan A-40.10-00 and filled
with joint sealant meeting the requirements of Section 9-04.2.
5-04.3(13) Surface Smoothness
The completed surface of all courses shall be of uniform texture, smooth, uniform
as to crown and grade, and free from defects of all kinds. The completed surface of
the wearing course shall not vary more than ⅛-inch from the lower edge of a 10-foot
straightedge placed on the surface parallel to the centerline. The transverse slope of the
completed surface of the wearing course shall vary not more than ¼-inch in 10-feet from
the rate of transverse slope shown in the Plans.
When deviations in excess of the above tolerances are found that result from
a high place in the HMA, the pavement surface shall be corrected by one of the
following methods:
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5-04 hOT MIx ASPhAlT
1. Removal of material from high places by grinding with an approved grinding
machine, or
2. Removal and replacement of the wearing course of HMA, or
3. By other method approved by the Project Engineer.
Correction of defects shall be carried out until there are no deviations anywhere
greater than the allowable tolerances.
Deviations in excess of the above tolerances that result from a low place in the
HMA and deviations resulting from a high place where corrective action, in the opinion
of the Project Engineer, will not produce satisfactory results will be accepted with a price
adjustment. The Project Engineer shall deduct from monies due or that may become
due to the Contractor the sum of $500.00 for each and every section of single traffic
lane 100-feet in length in which any excessive deviations described above are found.
When Portland cement concrete pavement is to be placed on HMA, the surface
tolerance of the HMA shall be such that no surface elevation lies above the Plan grade
minus the specified Plan depth of Portland cement concrete pavement. Prior to placing
the Portland cement concrete pavement, any such irregularities shall be brought to the
required tolerance by grinding or other means approved by the Project Engineer.
When utility appurtenances such as manhole covers and valve boxes are located
in the Traveled Way, the Roadway shall be paved before the utility appurtenances are
adjusted to the finished grade.
5-04.3(14) Planing Bituminous Pavement
Planing shall be performed in such a manner that the underlying pavement is not
torn, broken, or otherwise damaged by the planing operation. Delamination or raveling
of the underlying pavement will not be construed as damage due to the Contractor’s
operations. Pavement outside the limits shown in the Plans or designated by the Engineer
that is damaged by the Contractor’s operations shall be repaired to the satisfaction of the
Engineer, at the Contractor’s expense.
For mainline planing operations, the equipment shall have automatic controls, with
sensors for either or both sides of the equipment. The controls shall be capable of sensing
the grade from an outside reference line, or a mat-referencing device. The automatic
controls shall have a transverse slope controller capable of maintaining the mandrel at the
desired transverse slope (expressed as a percentage) within plus or minus 0.1-percent.
The planings and other debris resulting from the planing operation shall
become the property of the Contractor and be disposed of in accordance with Section
2-03.3(7)C. The planings may be utilized as RAP, within the requirements of Section
5-04.2 or 9-03.21.
5-04.3(15) hMA Road Approaches
HMA approaches shall be constructed at the locations shown in the Plans or
where staked by the Project Engineer. The Work shall be performed in accordance
with Section 5-04.
5-04.3(16) Weather limitations
HMA for wearing course shall not be placed on any Traveled Way beginning
October 1st through March 31st of the following year without written approval from the
Project Engineer.
Asphalt for prime coat shall not be applied when the ground temperature is lower
than 50°F without written approval of the Project Engineer.
HMA shall not be placed on any wet surface, or when the average surface
temperatures are less than those specified in the following table, or when weather
conditions otherwise prevent the proper handling or finishing of the bituminous mixtures:
2010 Standard Specifications M 41-10 Page 5-33
hOT MIx ASPhAlT 5-04
Surface Temperature Limitation
Compacted Thickness (Feet) Wearing Course Other Courses
Less than 0.10 55°F 45°F
0.10 to 0.20 45°F 35°F
More than 0.20 35°F 35°F
5-04.3(17) Paving Under Traffic
When the Roadway being paved is open to traffic, the requirements of this section
shall apply.
The Contractor shall keep on-ramps and off-ramps open to traffic at all times
except when paving the ramp or paving across the ramp. During such time, and provided
that there has been an advance warning to the public, the ramp may be closed for the
minimum time required to place and compact the mixture. In hot weather, the Project
Engineer may require the application of water to the pavement to accelerate the finish
rolling of the pavement and to shorten the time required before reopening to traffic.
Before closing a ramp, advance warning signs shall be placed and signs shall also be
placed marking the detour or alternate route. Ramps shall not be closed on consecutive
interchanges at the same time.
During paving operations, temporary pavement markings shall be maintained
throughout the project. Temporary pavement markings shall be installed on the Roadway
prior to opening to traffic. Temporary pavement markings shall be in accordance with
Section 8-23.
All costs in connection with performing the Work in accordance with these
requirements, except the cost of temporary pavement markings, shall be included in the
unit Contract prices for the various Bid items involved in the Contract.
5-04.3(18) Vacant
5-04.3(19) Sealing of Pavement Surfaces
Where shown in the Plans, the Contractor shall apply a fog seal. The fog seal shall
be constructed in accordance with Section 5-02.3. Unless otherwise approved by the
Project Engineer, the fog seal shall be applied prior to opening to traffic.
5-04.3(20) Anti-Stripping Additive
When directed by the Project Engineer, an anti-stripping additive shall be added to
the HMA in accordance with Section 9-02.4.
5-04.3(21) Vacant
5-04.4 Measurement
HMA Cl. ___ PG ___, HMA for ___ Cl. ___ PG ___, and Commercial HMA will
be measured by the ton in accordance with Section 1-09.2, with no deduction being made
for the weight of asphalt binder, blending sand, mineral filler, or any other component
of the mixture. If the Contractor elects to remove and replace mix as allowed by
Section 5-04.3(11), the material removed will not be measured.
Preparation of untreated roadway will be measured by the mile once along the
centerline of the main line Roadway. No additional measurement will be made for ramps,
Auxiliary Lanes, service roads, Frontage Roads, or Shoulders. Measurement will be to
the nearest 0.01-mile.
No specific unit of measure will apply to the force account item of crack sealing.
Soil residual herbicide will be measured by the mile for the stated width to the
nearest 0.01-mile or by the square yard, whichever is designated in the Proposal.
Page 5-34 2010 Standard Specifications M 41-10
5-04 hOT MIx ASPhAlT
Pavement repair excavation will be measured by the square yard of surface marked
prior to excavation.
Asphalt for prime coat will be measured by the ton in accordance with
Section 1-09.2.
Prime coat aggregate will be measured by the cubic yard, truck measure, or by the
ton, whichever is designated in the Proposal.
Asphalt for fog seal will be measured by the ton, as provided in Section 5-02.4.
Longitudinal joint seals between the HMA and cement concrete pavement will be
measured by the linear foot along the line and slope of the completed joint seal.
Planing bituminous pavement will be measured by the square yard.
Temporary pavement marking will be measured by the linear foot as provided in
Section 8-23.4.
Removing temporary pavement marking will be measured by the linear foot as
provided in Section 8-23.4.
Water will be measured by the M gallon as provided in Section 2-07.4.
No specific unit of measure will apply to the calculated item of anti-
stripping additive.
No specific unit of measure will apply to the calculated item of job mix compliance
price adjustment.
No specific unit of measure will apply to the calculated item of compaction
price adjustment.
No specific unit of measure will apply to the calculated item of cyclic density
price adjustment.
No specific unit of measure will apply to the calculated item of longitudinal joint
density price adjustment.
5-04.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal:
“HMA Cl. ___ PG ___”, per ton.
“HMA for Approach Cl. ___ PG ___”, per ton.
“HMA for Preleveling Cl. ___ PG ___”, per ton.
“HMA for Pavement Repair Cl. ___ PG ___”, per ton.
“Commercial HMA”, per ton.
The unit Contract price per ton for “HMA Cl. ___ PG ___”, “HMA for Approach Cl.
___ PG ___”, “HMA for Preleveling Cl. ___ PG ___”, “HMA for Pavement Repair Cl.
___ PG ___”, and “Commercial HMA” shall be full compensation for all costs incurred
to carry out the requirements of Section 5-04 except for those costs included in other
items which are included in this sub-section and which are included in the Proposal.
“Preparation of Untreated Roadway”, per mile.
The unit Contract price per mile for “Preparation of Untreated Roadway” shall be
full pay for all Work described under Section 5-04.3(5)B, with the exception, however,
that all costs involved in patching the Roadway prior to placement of HMA shall be
included in the unit Contract price per ton for “HMA Cl. ___ PG ___” which was used
for patching. If the Proposal does not include a Bid item for “Preparation of Untreated
Roadway”, the Roadway shall be prepared as specified, but the Work shall be included in
the Contract prices of the other items of Work.
2010 Standard Specifications M 41-10 Page 5-35
hOT MIx ASPhAlT 5-04
“Crack Sealing”, by force account.
“Crack Sealing” will be paid for by force account as specified in Section 1-09.6. For
the purpose of providing a common Proposal for all Bidders, the Contracting Agency has
entered an amount in the Proposal to become a part of the total Bid by the Contractor.
“Soil Residual Herbicide ____ ft. Wide,” per mile, or
“Soil Residual Herbicide”, per square yard.
The unit Contract price per mile or per square yard for “Soil Residual Herbicide”
shall be full payment for all costs incurred to obtain, provide and install herbicide in
accordance with Section 5-04.3(5)D.
“Pavement Repair Excavation Incl. Haul”, per square yard.
The unit Contract price per square yard for “Pavement Repair Excavation Incl.
Haul” shall be full payment for all costs incurred to perform the Work described in
Section 5-04.3(5)E with the exception, however, that all costs involved in the placement
of HMA shall be included in the unit Contract price per ton for “HMA for Pavement
Repair Cl. ___ PG ___”, per ton.
“Asphalt for Prime Coat”, per ton.
The unit Contract price per ton for “Asphalt for Prime Coat” shall be full payment
for all costs incurred to obtain, provide and install the material in accordance with
Section 5-04.3(5)B.
“Prime Coat Agg.”, per cubic yard, or per ton.
The unit Contract price per cubic yard or per ton for “Prime Coat Agg.” shall be full
pay for furnishing, loading, and hauling aggregate to the place of deposit and spreading
the aggregate in the quantities required by the Engineer.
“Asphalt for Fog Seal”, per ton.
Payment for “Asphalt for Fog Seal” is described in Section 5-02.5.
“Longitudinal Joint Seal”, per linear foot.
The unit Contract price per linear foot for “Longitudinal Joint Seal” shall be full
payment for all costs incurred to perform the Work described in Section 5-04.3(12).
“Planing Bituminous Pavement”, per square yard.
The unit Contract price per square yard for “Planing Bituminous Pavement” shall be
full payment for all costs incurred to perform the Work described in Section 5-04.3(14).
“Temporary Pavement Marking”, per linear foot.
Payment for “Temporary Pavement Marking” is described in Section 8-23.5.
“Removing Temporary Pavement Marking”, per linear foot.
Payment for “Removing Temporary Pavement Marking” is described in
Section 8-23.5.
“Water”, per M gallon.
Payment for “Water” is described in Section 2-07.5.
“Anti-Stripping Additive”, by calculation.
“Anti-Stripping Additive” will be paid for in accordance with Section 1-09.6 except
that no overhead, profit or other costs shall be allowed. Payment shall be made only for
the invoice cost of the additive. The quantity of asphalt binder shall not be reduced by the
quantity of anti-stripping additive used. For the purpose of providing a common Proposal
for all Bidders, the Contracting Agency has entered an amount in the Proposal to become
a part of the total Bid by the Contractor.
“Job Mix Compliance Price Adjustment,” by calculation.
“Job Mix Compliance Price Adjustment” will be calculated and paid for as described
in Section 5-04.5(1).
Page 5-36 2010 Standard Specifications M 41-10
5-04 hOT MIx ASPhAlT
“Compaction Price Adjustment,” by calculation.
“Compaction Price Adjustment” will be calculated and paid for as described in
Section 5-04.5(1).
“Cyclic Density Price Adjustment,” by calculation.
“Cyclic Density Price Adjustment” will be calculated and paid for as described in
Section 5-04.3(10)B item 1A.
“Longitudinal Joint Density Price Adjustment” by calculation.
“Longitudinal Joint Density Price Adjustment” will be calculated and paid for as
described in Section 5-04.3(10)B.
5-04.5(1) Quality Assurance Price Adjustments
All HMA will be subject to price adjustments. Price adjustments for HMA mixture
will be based on the requirements of 5-04.3(8). Price adjustments for HMA compaction
will be based on the requirements in 5-04.3(10). For the purpose of providing a common
Proposal for all Bidders, the Contracting Agency has estimated a calculated amount for
all price adjustment items and has entered these amounts in the Proposal to become a part
of the total Bid by the Contractor. Statistical analysis of the HMA will be performed in
accordance with Section 1-06.2.
5-04.5(1)A Price Adjustments for Quality of hMA Mixture
Statistical analysis of quality of gradation and asphalt content will use the following
price adjustment factors:
Table of Price Adjustment Factors
Constituent Factor “f”
All aggregate passing: 1½", 1", ¾", ½", ⅜" and No.4 sieves 2
All aggregate passing No. 8 sieve 15
All aggregate passing No. 200 sieve 20
Asphalt binder 40
Air Voids (Va)20
A pay factor will be calculated for each sieve listed that is equal to or smaller
than the maximum allowable aggregate size (100-percent passing sieve) asphalt binder
and percent air voids (Va).
1. Statistical Evaluation. For each lot of HMA produced under Statistical
Evaluation, a Job Mix Compliance Incentive Factor (JMCIF) will be
determined. The JMCIF equals the algebraic difference of CPF minus
1.00 multiplied by 60-percent. The Job Mix Compliance Price Adjustment will
be calculated as the product of the JMCIF, the quantity of HMA in the lot in
tons, and the unit Contract price per ton of mix.
2. Nonstatistical Evaluation. Each lot of HMA produced under Nonstatistical
Evaluation and having all constituents falling within the tolerance limits of the
job mix formula shall be accepted at the unit Contract price with no further
evaluation. When one or more constituents fall outside the nonstatistical
tolerance limits in Section 9-03.8(7), the lot shall be evaluated in accordance
with Section 1-06.2 to determine the appropriate CPF. The nonstatistical
tolerance limits will be used in the calculation of the CPF and the maximum
CPF shall be 1.00. When less than three sublots exist, backup samples of the
existing sublots or samples from the Roadway shall be tested to provide a
minimum of three sets of results for evaluation.
2010 Standard Specifications M 41-10 Page 5-37
hOT MIx ASPhAlT 5-04
3. commercial Evaluation. If sampled and tested, HMA produced under
Commercial Evaluation and having all constituents falling within the tolerance
limits of the job mix formula shall be accepted at the unit Contract price
with no further evaluation. When one or more constituents fall outside the
commercial tolerance limits in Section 9-03.8(7), the lot shall be evaluated
in accordance with Section 1-06.2 to determine the appropriate CPF. The
commercial tolerance limits will be used in the calculation of the CPF and
the maximum CPF shall be 1.00. When less than three sublots exist, backup
samples of the existing sublots or samples from the street shall be tested to
provide a minimum of three sets of results for evaluation.
For each lot of HMA produced under Nonstatistical or Commercial Evaluation
when the calculated CPF is less than 1.00, a Nonconforming Mix Factor (NCMF) will be
determined. The NCMF equals the algebraic difference of CPF minus 1.00 multiplied by
60-percent. The Job Mix Compliance Price Adjustment will be calculated as the product
of the NCMF, the quantity of HMA in the lot in tons, and the unit Contract price per ton
of mix.
If a constituent is not measured in accordance with these Specifications,
its individual pay factor will be considered 1.00 in calculating the Composite
Pay Factor (CPF).
5-04.5(1)B Price Adjustments for Quality of hMA compaction
For each compaction control lot with one or two sublots, having all sublots attain
a relative density that is 91.0-percent of the reference maximum density the HMA shall
be accepted at the unit Contract price with no further evaluation. When a sublot does not
attain a relative density that is 91.0-percent of the reference maximum density, the lot
shall be evaluated in accordance with Section 1-06.2 to determine the appropriate CPF.
Additional testing by either a nuclear moisture-density gauge or cores will be completed
as required to provide a minimum of three tests for evaluation.
For each compaction control lot with three or more sublots, a Compaction Incentive
Price Adjustment Factor (CIPAF) will be determined. The CIPAF equals the algebraic
difference of the CPF minus 1.00 multiplied by 40-percent. The Compaction Price
Adjustment will be calculated as the product of CIPAF, the quantity of HMA in the
compaction control lot in tons, and the unit Contract price per ton of mix.
Page 5-38 2010 Standard Specifications M 41-10
5-05 cEMENT cONcRETE PAVEMENT
5-05 cEMENT cONcRETE PAVEMENT
5-05.1 Description
This Work shall consist of constructing a pavement composed of Portland cement
concrete on a prepared Subgrade or base in accordance with these Specifications and in
conformity with the lines, grades, thicknesses, and typical cross-sections shown in the
Plans or established by the Engineer.
5-05.2 Materials
Materials shall meet the requirements of the following sections:
Portland Cement 9-01
Fine Aggregate 9-03
Coarse Aggregate 9-03
Combined Aggregate 9-03
Joint Filler 9-04.1
Joint Sealants 9-04.2
Corrosion Resistant Dowel Bars 9-07.5(2)
Tie Bars 9-07.6
Concrete Patching Material 9-20
Curing Materials and Admixtures 9-23
Water 9-25
Epoxy Resins 9-26
5-05.3 construction Requirements
5-05.3(1) concrete Mix Design for Paving
The Contractor shall provide a concrete mix design for each design of concrete
specified in the Contract. The Contractor shall use ACI 211.1 as a guide to determine
proportions. Concrete strength, placement, and workability shall be the responsibility
of the Contractor. Following approval of the Contractor’s proposal, all other requirements
of Section 5-05 shall apply.
1. Materials. Materials shall conform to Section 5-05.2. Fine aggregate shall
conform to Section 9-03.1(2), Class 1. Coarse aggregate shall conform
to Section 9-03.1(4), AASHTO grading No. 467. An alternate combined
gradation conforming to Section 9-03.1(5) may be proposed, that has a nominal
maximum aggregate size equal to or greater than a 1½-inch sieve.
Fly ash, if used, shall not exceed 35-percent by weight of the total
cementitious material, shall conform to Section 9-23.9 and shall be limited to
Class F with a maximum CaO content of 15-percent by weight.
Ground granulated blast furnace slag, if used, shall not exceed 25-percent
by weight of the total cementitious material and shall conform to Section
9-23.10. When both ground granulated blast furnace slag and fly ash are
included in the concrete mix, the total weight of both these materials is limited
to 35-percent by weight of the total cementitious material. As an alternative to
the use of fly ash, ground granulated blast furnace slag and cement as separate
components, a blended hydraulic cement that meets the requirements of Section
9-01.2(4) Blended Hydraulic Cements may be used.
The water/cement ratio shall be calculated on the total weight of
cementitious material. The following are considered cementitious materials:
Portland cement, fly ash, ground granulated blast furnace slag and microsilica.
The minimum cementitious material for any mix design shall be 564-pounds
per cubic yard.
2010 Standard Specifications M 41-10 Page 5-39
cEMENT cONcRETE PAVEMENT 5-05
2. Submittals. The Contractor’s submittal shall include the mix proportions per
cubic yard, test results from beams and cylinders, and the proposed sources for
all ingredients including the fly ash. The mix shall be capable of providing a
minimum flexural strength of 650-psi at 14-days. Evaluation of strength shall
be based on statistically analyzed results of 5 beam specimens made according
to WSDOT T 808 and tested according to WSDOT T 802 that demonstrate a
quality level of not less than 80-percent analyzed in accordance with Section
1-06.2(2)D. In addition the Contractor shall fabricate, cure, and test 5 sets of
cylinders, for evaluation of 28-day strengths, according to WSDOT FOP’s
for AASHTO T 22 and AASHTO T 23 using the same mix design as used in
fabrication of the beams.
Mix designs submitted by the Contractor shall provide a unique
identification for each proposal and shall include test data confirming
that concrete made in accordance with the proposed design will meet the
requirements of these Specifications and the 28-day compressive strength
result. Test data shall be from an independent testing lab or from a commercial
concrete producer’s lab. If the test data is developed at a producer’s lab, the
Engineer or a representative may witness all testing.
3. conformance to Mix Design. Cement and coarse and fine aggregate weights
shall be within the following tolerances of the mix design:
Portland Cement Concrete Batch Volumes
Cement +5%-1%
Coarse Aggregate + 200-Pounds - 200-Pounds
Fine Aggregate + 200-Pounds - 200-Pounds
If the total cementitious material weight is made up of different
components, these component weights shall be within the following tolerances:
a. Portland cement weight plus 5-percent or minus 1-percent of that specified
in the mix design.
b. Fly ash and ground granulated blast furnace slag weight plus or minus
5-percent of that specified in the mix design.
c. Microsilica weight plus or minus 10-percent of that specified in the
mix design.
Water shall not exceed the maximum water specified in the mix design.
The Contractor may initiate minor adjustments to the approved
mix proportions within the tolerances noted above without resubmitting
the mix design.
Utilizing admixtures to accelerate the set or to increase workability
will be permitted only when approved by the Engineer. Only nonchloride
accelerating admixtures that meet the requirements of Section 9-23.6,
Admixture for Concrete, shall be used.
The Contractor shall notify the Engineer in writing of any proposed modification.
A new mix design will designate a new lot.
5-05.3(2) consistency
The materials shall be mixed with sufficient water to produce a stiff concrete
which will hold its shape when deposited upon the Subgrade. Concrete placed during
wet weather must be mixed with sufficient water to produce a very stiff mixture. The
consistency shall be such that separation of the mortar from the coarse aggregate will not
occur in handling.
Page 5-40 2010 Standard Specifications M 41-10
5-05 cEMENT cONcRETE PAVEMENT
The water/cementitious material ratio, by weight, shall not exceed 0.44. When slip
form paving equipment is used, the Contractor shall further control concrete consistency
to ensure that edge slump conforms to the requirements of Section 5-05.3(11).
5-05.3(3) Equipment
Equipment necessary for handling materials and performing all parts of the Work
shall conform to the following requirements:
5-05.3(3)A Batching Plant and Equipment
1. General. The batching plant shall include bins, weighing hoppers, and
scales for the fine aggregate and for each size of coarse aggregate. If cement
is used in bulk, a bin, hopper, and separate scale for cement shall be included.
The weighing hoppers shall be properly sealed and vented to preclude dusting
during operation. The batching plant shall be equipped with a suitable batch
counter that cannot be reset, which will correctly indicate the number of
batches proportioned.
2. Bins and hoppers. Bins with adequate separate compartments for fine
aggregate and for each size of the coarse aggregate shall be provided in the
batching plant.
5-05.3(3)B Mixing Equipment
1. General. Concrete may be mixed at a batching plant or wholly or in part
in truck mixers. Each mixer shall have attached in a prominent place a
manufacturer’s plate showing the capacity of the drum in terms of volume of
mixed concrete and the speed of rotation of the mixing drum or blades.
2. Batching Plant. Mixing shall be in an approved mixer capable of combining
the aggregates, cement, and water into a thoroughly mixed and uniform weight
within the specified mixing period.
Mixers shall be cleaned at suitable intervals. The pickup and throw-over blades
in the drum shall be repaired or replaced when they are worn down ¾-inch
or more. The Contractor shall have available at the jobsite a copy of the
manufacturer’s design, showing dimensions and arrangements of the blades in
reference to original height and depth, or provide permanent marks on blades
to show points of ¾-inch wear from new conditions. Drilled holes ¼-inch in
diameter near each end and at midpoint of each blade are recommended.
3. Truck Mixers and Truck Agitators. Truck mixers used for mixing and
hauling concrete, and truck agitators used for hauling plant-mixed concrete,
shall conform to the requirements of Section 6-02.3(4)A.
4. Nonagitator Trucks. Bodies of nonagitating hauling equipment for concrete
shall be smooth, mortar-tight, metal containers and shall be capable of
discharging the concrete at a satisfactory controlled rate without segregation.
Covers shall be provided when needed for protection. Plant-mixed concrete
may be transported in nonagitated vehicles provided that the concrete is
delivered to the site of the Work and discharge is completed within 45-minutes
after the introduction of mixing water to the cement and aggregates, and
provided the concrete is in a workable condition when placed.
5-05.3(3)c Finishing Equipment
The standard method of constructing concrete pavement on State Highways shall
be with approved slip-form paving equipment designed to spread, consolidate, screed,
and float-finish the freshly placed concrete in one complete pass of the machine so a
dense and homogeneous pavement is achieved with a minimum of hand finishing. On
other roads and on WSDOT projects requiring less than 1,000-square yards of cement
2010 Standard Specifications M 41-10 Page 5-41
cEMENT cONcRETE PAVEMENT 5-05
concrete pavement or requiring individual placement areas of less than 1,000-square
yards, irregular areas, intersections, and at locations inaccessible to slip-form paving
equipment, cement concrete pavement may be placed with approved placement and
finishing equipment utilizing stationary side forms. Hand screeding and float finishing
of cement concrete pavement may only be utilized on small irregular areas as allowed
by the Engineer.
5-05.3(3)D Joint Sawing Equipment
The Contractor shall provide approved power driven concrete saws for sawing
joints, adequate in number of units and power to complete the sawing at the required rate.
The Contractor shall provide at least one standby saw in good working order. An ample
supply of saw blades shall be maintained at the site of the Work at all times during sawing
operations. The Contractor shall provide adequate artificial lighting facilities for night
sawing. All of this equipment shall be on the job both before and continuously during
concrete placement. Sawing equipment shall be available immediately and continuously
upon call by the Engineer on a 24-hour basis, including Saturdays, Sundays and holidays.
5-05.3(3)E Smoothness Testing Equipment
The Contractor shall provide a California-type computerized profilograph, complete
with recorder, for determining the profile index of the pavement according to WSDOT
Test Method No. 807. The profilograph shall be on the project, calibrated, in good
working condition, and ready for operation before construction of any concrete pavement
begins. The operator shall be competent and experienced in operation of the equipment.
5-05.3(4) Measuring, and Batching Materials
The batch plant site, layout, equipment, and provisions for transporting material
shall ensure a continuous supply of material to the Work.
1. Measuring Materials
a. Aggregates. The fine aggregate and each size of coarse aggregate shall be
measured by weighing, the weight for the particular aggregates used being
proportional to their respective bulk specific gravities. The weighing of
each size of material shall be a separate and distinct operation.
Corrections shall be made for variations in weight of materials due to the
moisture content.
The equipment for weighing aggregates shall conform to the requirements
of Section 1-09.2.
b. Cement. Cement shall be weighed on scales meeting the requirements
of Section 1-09.2. Adequate provision shall be made to prevent loss of
cement between the batch box and the mixer.
c. Water. Water may be measured either by volume or by weight. The
accuracy of measuring the water shall be within a range of error of not
over 1-percent.
2. Batching Materials. On all projects requiring more than 2500-cubic yards
of Portland cement concrete for paving, the batching plant shall be equipped
to proportion aggregates and cement by weight by means of automatic and
interlocked proportioning devices of approved type.
5-05.3(4)A Acceptance of Portland cement concrete Pavement
Acceptance of Portland cement concrete pavement shall be as provided under
statistical or nonstatistical acceptance. Determination of statistical or nonstatistical shall
be based on Proposal quantities and shall consider the total of all Bid items involving of a
specific class.
Page 5-42 2010 Standard Specifications M 41-10
5-05 cEMENT cONcRETE PAVEMENT
Statistical acceptance will apply only to Contracts advertised, Awarded and
administered by WSDOT, unless specifically provided otherwise in the Special
Provisions. Contracting agencies other than WSDOT must specifically invoke statistical
acceptance in their Special Provisions if it is desired.
Statistical Acceptance, (1) applies only to WSDOT projects, (2) is administered
under the provisions of Section 5-05.5, and (3) will be used for a class of mix when the
Proposal quantities for that class of mix is 1500-cubic yards or greater.
Nonstatistical Acceptance will be used (1) for a class of mix when the Proposal
quantities for that class of mix is less than 1500-cubic yards and (2) all contracts
advertised, Awarded and administered by agencies other than WSDOT.
The point of acceptance will be per WAQTC FOP for TM 2 or at the point of
discharge when a pump is used.
Acceptance of Concrete. The concrete producer shall provide a certificate of
compliance for each truckload of concrete in accordance with Section 6-02.3(5)B.
For the purpose of acceptance sampling and testing, a lot is defined as having
a maximum of 15 sublots that was produced for the same class of mix. The final lot
may be increased to 25 sublots. All of the test results obtained from the same lot shall
be evaluated collectively. The quantity represented by each sample will constitute a
sublot. Sampling and testing shall be performed on a random basis at the frequency of
one sample per sublot. Sublot size shall be determined to the nearest 10-cubic yards
to provide not less than three uniform sized sublots with a maximum sublot size of
500-cubic yards.
Acceptance testing for compliance of air content and 28-day compressive strength
shall be conducted from samples prepared according to WAQTC FOP TM 2. Air content
shall be determined by conducting WAQTC FOP for AASHTO T 152. Compressive
Strength shall be determined by AASHTO T 23 and AASHTO T 22.
The Contractor shall provide cure boxes in accordance with Section 6-02.3(5)H, and
protect concrete cylinders in cure boxes from excessive vibration and shock waves during
the curing period in accordance with Section 6-02.3(6)D. Payment for cure boxes shall be
in accordance with Section 6-02.5.
Rejection of concrete
1. Rejection by the contractor. The Contractor may, prior to sampling, elect to
remove any defective material and replace it with new material at no expense
to the Contracting Agency. Any such new material will be sampled, tested, and
evaluated for acceptance.
2. Rejection Without Testing. The Engineer may reject any load that appears
defective prior to placement. Material rejected before placement shall not be
incorporated into the pavement. No payment will be made for the rejected
materials unless the Contractor requests that the rejected material be tested.
If the Contractor elects to have the rejected materials tested, a sample will be
taken and both the air content and strength shall be tested by WSDOT.
Payment for rejected material will be based on the results of the one sample, which
was taken and tested. If the rejected material fails either test, no payment will be made for
the rejected material; in addition, the cost of sampling and testing at the rate of $250.00
per sample shall be borne by the Contractor. If the rejected material passes both tests, the
mix will be compensated at a CPF of 1.00 and the cost of the sampling and testing will
borne by the Contracting Agency.
Statistical Acceptance
The results of all acceptance testing performed in the field and the Composite
Pay Factor (CPF) of the lot after three sublots have been tested will be available to the
contractor throught WSDOT’s website.
2010 Standard Specifications M 41-10 Page 5-43
cEMENT cONcRETE PAVEMENT 5-05
The Specification limits as defined in Section 1-06.2(2)D shall be as follows. The
lower Specification limit for Air Content shall be 3-percent, and the upper Specification
limit for Air Content shall be 7-percent. The lower Specification limit for compressive
strength shall be 1200-psi less than that established in the mix design as the arithmetic
mean of the 5 sets of 28-day compressive strength cylinders, or 3000-psi, whichever
is higher. These compressive strength cylinders are to be cast at the same time as the
flexural beams that were used to prequalify the mix design under Section 5-05.3(1). There
is no upper Specification limit for 28-day compressive strength.
The price adjustment factor (fi) defined in Section 1-06.2(2)D shall be 6 for
compressive strength and 4 for air content.
If either the air content or compressive strength is not measured in accordance
with this section its individual pay factor will be considered to be 1.00 in calculating the
Composite Pay Factor.
Non-Statistical Acceptance
Concrete will be accepted based on conformance to the requirement for air content
and the compressive strength at 28-days for sublots as tested and determined by the
Contracting Agency. The lower Specification limit for air content shall be 3-percent, and
the upper Specification limit for air content shall be 7-percent. The lower Specification
limit for compressive strength shall be 1,200-psi less than that established in the mix
design as the arithmetic mean of the five sets of 28-day compressive strength cylinders,
or 3,000-psi, whichever is higher. These compressive strength cylinders are to be cast at
the same time as the flexural beams that were used to prequalify the mix design under
Section 5-05.3(1).
Each sublot will be deemed to have met the specified compressive strength
requirement when both of the following conditions are met:
1. Individual strength tests do not fall below the lower specification limit for
strength by more than 12½-percent, or 500-psi, whichever is least.
2. An individual strength test averaged with the two preceding individual strength
tests meets or exceeds the lower specification limit for strength.
When compressive strengths fail to satisfy one or both of the above requirements,
the Contractor may request acceptance of in-place concrete strength based on core
results. This method will not be used if the Engineer determines coring would be harmful
to the integrity of the Structure. Cores, if allowed, will be obtained by the Contractor in
accordance with AASHTO T 24 and delivered to the Contracting Agency for testing in
accordance with AASHTO T 22. If the concrete in the Structure will be dry under service
conditions, the core will be air-dried at a temperature of between 60°F and 80°F and at
a relative humidity of less than 60-percent for 7-days before testing, and will be tested
air dry.
Acceptance for each sublot by the core method requires that the average
compressive strength of three cores be at least 85-percent of the specified strength with
no one core less than 75-percent of the specified strength. When the Contractor requests
strength analysis by coring, the results obtained will be accepted by both parties as
conclusive and supersede all other strength data for the concrete sublot.
If the Contractor elects to core, cores shall be obtained no later than 50-days
after initial concrete placement. The Engineer will concur in the locations to be cored.
Repair of cored areas shall be the responsibility of the Contractor. The cost incurred
in coring and testing these cores, including repair of core locations, shall be borne by
the Contractor.
Page 5-44 2010 Standard Specifications M 41-10
5-05 cEMENT cONcRETE PAVEMENT
5-05.3(5) Mixing concrete
The concrete may be mixed in a batching plant or in truck mixers. The mixer shall
be of an approved type and capacity. Mixing time shall be measured from the time
all materials are in the drum. Ready-mixed concrete shall be mixed and delivered in
accordance with the requirements of Section 6-02.3(4), 6-02.3(4)A and 6-02.3(4)B.
When mixed in a batching plant, the mixing time shall not be less than 50-seconds
nor more than 90-seconds.
The mixer shall be operated at a drum speed as shown on the manufacturer’s
nameplate on the mixer. Any concrete mixed less than the specified time shall be
discarded and disposed of by the Contractor at no expense to the Contracting Agency.
The volume of concrete mixed per batch shall not exceed the mixer’s rated capacity, as
shown on the manufacturer’s standard rating plate on the mixer.
Each concrete mixing machine shall be equipped with a device for counting
automatically the number of batches mixed during the day’s operation.
Retempering concrete by adding water or by other means will not be permitted.
5-05.3(5)A limitations of Mixing
Concrete shall not be mixed, placed, or finished when the natural light is inadequate,
as determined by the Engineer, unless an adequate and approved artificial lighting system
is operated.
Mixing and placing concrete shall be discontinued when a descending air
temperature in the shade away from artificial heat reaches 40ºF and shall not be resumed
until an ascending air temperature in the shade and away from artificial heat reaches 35ºF
unless authorized in writing by the Engineer.
When mixing and placing is authorized during cold weather, the aggregates may be
heated by either steam or dry heat prior to being placed in the mixer. The apparatus used
shall heat the mass uniformly and shall be arranged to preclude the possible occurrence
of overheated areas which might injure the materials. Unless otherwise authorized, the
temperature of the mixed concrete shall be not less than 50ºF and not more than 90ºF
at the time of discharge into the hauling conveyance. No concrete shall be mixed with
frozen aggregates.
5-05.3(6) Subgrade
The Subgrade shall be constructed in accordance with Section 2-06.
The Subgrade shall be prepared and compacted a minimum of 3-feet beyond each
edge of the area which is to receive concrete pavement in order to accommodate the
slip-form equipment. Concrete shall not be placed on a frozen Subgrade nor during
heavy rainfall.
The Subgrade shall be moist before the concrete is placed.
When the Subgrade is an asphalt treated base the surface shall be clean and free
of any deleterious materials. When placing concrete on a treated base, the surface
temperature shall not exceed 90°F. If water is used for cooling any excess water standing
in pools or flowing on the surface shall be removed prior to placing concrete.
5-05.3(7) Placing, Spreading, and compacting concrete
The provisions relating to the frequency and amplitude of internal vibration shall
be considered the minimum requirements and are intended to ensure adequate density
in the hardened concrete. Referee testing of hardened concrete will be performed by
cutting cores from the finished pavement after a minimum of 24-hours of curing. Density
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determination will be made based on the water content of the core as taken. WSDOT
Test Method T 810 shall be used for the determination of core density. Reference cores
will be taken at the minimum rate of 1 for each 500-cubic yards of pavement, or fraction
thereof. These same cores will be used for thickness measurements as required by
Section 5-05.5(1).
The average density of the cores shall be at least 97-percent of the approved mix
design density or the actual concrete density when determined by the Contractor using
AASHTO T 121 with no cores having a density of less than 96-percent.
Failure to meet the above requirement will be considered as evidence that the
minimum requirements for vibration are inadequate for the job conditions, and additional
vibrating units or other means of increasing the effect of vibration shall be employed
so that the density of the hardened concrete as indicated by further referee testing shall
conform to the above listed requirements. Primary units of pavement, as defined in
Section 5-05.5(1)), not meeting the prescribed minimum density shall be removed and
replaced with satisfactory material. At the option of the Engineer, noncompliant material
may be accepted at a reduced price.
5-05.3(7)A Slip-Form construction
The concrete shall be distributed uniformly into final position by a self-propelled
slip-form paver without delay. The alignment and elevation of the paver shall be
regulated from outside reference lines established for this purpose. The paver shall
vibrate the concrete for the full width and depth of the strip of pavement being placed and
the vibration shall be adequate to provide a consistency of concrete that will stand normal
to the surface with sharp well-defined edges. The sliding forms shall be rigidly held
together laterally to prevent spreading of the forms.
The plastic concrete shall be effectively consolidated by internal vibration with
transverse vibrating units for the full width of pavement and/or a series of equally spaced
longitudinal vibrating units. The space from the outer edge of the pavement to the outer
longitudinal unit shall not exceed 9-inches. The spacing of internal units shall be uniform
and not exceed 18-inches.
The term internal vibration means vibration by vibrating units located within the
specified thickness of pavement section.
The rate of vibration of each vibrating unit shall be not less than 7,500-cycles per
minute, and the amplitude of vibration shall be sufficient to be perceptible on the surface
of the concrete along the entire length of the vibrating unit and for a distance of at least
1-foot. The frequency of vibration or amplitude shall be varied proportionately with the
rate of travel to result in a uniform density and air content. The paving machine shall be
equipped with a tachometer or other suitable device for measuring and indicating the
actual frequency of vibrations.
The concrete shall be held at a uniform consistency. The slip-form paver shall be
operated with as nearly a continuous forward movement as possible and all operations
of mixing, delivering, and spreading concrete shall be coordinated to provide uniform
progress with stopping and starting of the paver held to a minimum. If, for any reason,
it is necessary to stop the forward movement of the paver, the vibratory and tamping
elements shall also be stopped immediately. No tractive force shall be applied to the
machine, except that which is controlled from the machine.
When concrete is being placed adjacent to an existing pavement, that part of the
equipment which is supported on the existing pavement shall be equipped with protective
pads on crawler tracks or rubber-tired wheels on which the bearing surface is offset to run
a sufficient distance from the edge of the pavement to avoid breaking the pavement edge.
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5-05.3(7)B Stationary Side Form construction
Side form sections shall be straight, free from warps, bends, indentations, or other
defects. Defective forms shall be removed from the Work. Metal side forms shall be used
unless other forms are approved by the Project Engineer.
Side forms may be built up by rigidly attaching a section to either top or bottom of
forms. If such buildup is attached to the top of metal forms, the buildup shall be of metal.
Side forms shall be of sufficient rigidity, both in the form and in the interlocking
connection with adjoining forms, that springing will not occur under the weight of
grading and paving equipment or from the pressure of concrete. The Contractor shall
provide sufficient forms so that there will be no delay in placing the concrete due to lack
of forms.
Before placing side forms, the underlying material shall be at the proper grade. Side
forms shall be placed to the required grade and alignment of the edge of the finished
pavement. Wood wedges may be used to adjust the form elevation provided they do not
extend into the concrete. The forms shall be firmly supported during the entire operation
of placing, compacting, and finishing the pavement.
Forms shall be drilled in advance of being placed to line and grade to accommodate
tie bars where these are specified.
Immediately in advance of placing concrete and after all Subgrade operations are
completed, side forms shall be trued and maintained to the required line and grade for a
distance sufficient to prevent delay in placing concrete.
Side forms shall remain in place at least 12-hours after the concrete has been placed,
and in all cases until the edge of the pavement no longer requires the protection of the
forms. Curing compound shall be applied to the concrete immediately after the forms
are removed.
Side forms shall be thoroughly cleaned and oiled each time they are used and before
concrete is placed against them.
Concrete shall be spread, screeded, shaped, and consolidated by one or more self-
propelled machines. These machines shall uniformly distribute and consolidate concrete
without segregation so that completed pavement will conform to required cross section
with a minimum of handwork.
The number and capacity of machines furnished shall be adequate to perform the
Work required at a rate equal to that of concrete delivery.
Concrete for the full paving width shall be effectively consolidated by means of
surface vibrators, in combination with internal vibrators, or by some other method of
consolidation that produces equivalent results without segregation.
When vibrators are used to consolidate concrete, the rate of vibration shall be
not less than 3,500-cycles per minute for surface vibrators and shall be not less than
7,000-cycles per minute for internal vibrators. Amplitude of vibration shall be sufficient
to be perceptible on the surface of the concrete more than 1-foot from the vibrating
element. The Contractor shall furnish a tachometer or other suitable device for measuring
and indicating frequency of vibration.
Power to vibrators shall be connected so that vibration ceases when forward or
backward motion of the machine is stopped.
5-05.3(8) Joints
Joints in cement concrete pavement will be designated as longitudinal and transverse
contraction joints, longitudinal and transverse construction joints, or isolation joints,
and shall be constructed as shown in the Plans and in accordance with the following
provisions:
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All contraction joints shall be constructed at the locations, intervals, and depths
shown in the Standard Plan. The faces of all joints shall be constructed perpendicular to
the surface of the cement concrete pavement.
5-05.3(8)A contraction Joints
All transverse and longitudinal contraction joints shall be formed with suitable
power-driven concrete saws. The Contractor shall provide sufficient sawing equipment
capable of completing the sawing to the required dimensions and at the required rate
to control cracking. The Contractor shall provide adequate artificial lighting facilities
for night sawing. Joints shall not vary from the specified or indicated line by more than
¾-inch.
Commencement of sawing transverse contraction joints will be dependent upon
the setting time of the concrete and shall be done at the earliest possible time following
placement of the concrete without tearing or raveling the adjacent concrete excessively.
Longitudinal contraction joints shall be sawed as required to control cracking and as
soon as practical after the initial control transverse contraction joints are completed.
Any damage to the curing material during the sawing operations shall be repaired
immediately after the sawing is completed.
When cement concrete pavement is placed adjacent to existing cement concrete
pavement, the vertical face of all existing working joints shall be covered with a bond-
breaking material such as polyethylene film, roofing paper, or other material as approved
by the Engineer.
5-05.3(8)B Sealing Sawed contraction Joints
Sawed contraction joints shall be filled with a joint sealant filler conforming to the
requirements of Section 9-04.2. Joints shall be thoroughly clean at the time of sealing
and if the hot-poured type is used the joints shall be dry. Care shall be taken to avoid air
pockets. The hot-poured compound shall be applied in two or more layers, if necessary.
The hot-poured compound and the cold-poured compound shall be applied under
sufficient pressure to fill the groove from bottom to top and the cured joint sealant shall
be between ¼-inch and ⅝-inch below the top surface of the concrete. The joint filled with
cold-poured compound shall then be covered with a strip of nonabsorbent paper at least
twice as wide as the joint and the paper shall be left in place.
5-05.3(8)c construction Joints
When placing of concrete is discontinued for more than 45-minutes, a transverse
construction joint shall be installed. Construction joints shall be as shown in the
Standard Plan.
Transverse construction joints shall be constructed between cement concrete
pavement and reinforced concrete bridge approach slabs.
All transverse and longitudinal construction joints, including the joint between
new and existing pavement when widened, shall be sawed and sealed with joint filler
conforming to the requirements of Sections 5-05.3(8)A and 9-04.2.
5-05.3(8)D Isolation Joints
Premolded joint filler in accordance with Section 9-04.1(2) shall be placed as
detailed in the Plans through the full depth of concrete pavement when drainage features
are placed within the concrete pavement.
5-05.3(9) Vacant
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5-05.3(10) Tie Bars and corrosion Resistant Dowel Bars
Tie bars shall be placed at all longitudinal contraction and construction joints, in
accordance with the requirements shown in the Standard Plan. In addition, tie bars shall
be installed when concrete Shoulders are placed as a separate operation or when widening
existing pavement.
Tie bars shall be placed at longitudinal construction joints between lanes in a manner
that the individual bars are located at the required elevation and spaced as shown in the
Standard Plan and in a manner that the vertical edge of the concrete is not deformed or
otherwise damaged during placement of the bars.
Placement tolerances for tie bars shall be within 1-inch of the middle of the concrete
slab, within 1-inch of being centered over the joint and placed parallel or perpendicular to
centerline within 1-inch of the vertical and horizontal plane.
Corrosion resistant dowel bars will be required for the construction joint at the end
of paving operations each day and they shall be placed in accordance with the Standard
Plan. Corrosion resistant dowel bars shall be placed at all transverse contraction joints
as shown in the Contract or in accordance with the Standard Plans. All dowel bars shall
have a parting compound, such as curing compound, grease or other Engineer approved
equal applied to them prior to placement. Any dowel bar delivered to the project that
displays rust/oxidation, pinholes, questionable blemishes, or deviates from the round
shall be rejected.
The Contractor shall furnish a Manufacturer’s Certificate of Compliance in
accordance with Section 1-0.6.3, including mill test report verifying conformance to the
requirements of Section 9-07.5(2) as well as written certification identifying the patching
material, when applicable, used at cut dowel bar ends.
Only one type of corrosion resistant dowel bars will be allowed per contract;
intermixing of different corrosion resistant dowel bar types will not be allowed.
Placement tolerances for dowel bars shall be within 1-inch of the middle of the
concrete slab, within 1-inch of being centered over the transverse joint and parallel to
centerline within ½-inch of the vertical and the horizontal plane.
Cutting of stiffeners within the dowel bar cage is not allowed.
When fresh concrete pavement is to be placed against pre-project existing cement
concrete pavement, tie bars shall be drilled and set into the existing pavement with an
epoxy bonding agent in accordance with the Standard Plan and specified tolerances
for placement of tie bars. The epoxy-bonding agent shall be either Type I or IV epoxy
resin as specified in Section 9-26. The Contractor may use any method for drilling the
holes, provided the method selected does not damage the existing concrete. Any damage
caused by the Contractor’s operations shall be repaired by the Contractor at no cost to the
Contracting Agency in accordance with Section 1-07.13.
The tie bar holes shall be blown clean with compressed air before grouting. The bar
shall be centered in the hole for the full length of embedment before grouting. The grout
shall then be pumped into the hole around the bar in a manner that the back of the hole
will be filled first. Blocking or shimming shall not impede the flow of the grout into the
hole. Dams, if needed, shall be placed at the front of the holes to confine the grout. The
dams shall permit the escape of air without leaking grout and shall not be removed until
grout has cured in the hole.
5-05.3(11) Finishing
After the concrete has been given a preliminary finish by means of finishing devices
incorporated in the slip-form paving equipment, the surface of the fresh concrete shall be
checked by the Contractor with a straightedge device not less than 10-feet in length. High
areas indicated by the straightedge device shall be removed by the hand-float method.
Each successive check with the straightedge device shall lap the previous check path by
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at least ½ of the length of the straightedge. The requirements of this paragraph may be
waived if it is successfully demonstrated that other means will consistently produce a
surface with a satisfactory profile index and meeting the 10-foot straightedge requirement
specified in Section 5-05.3(12).
Any edge slump of the pavement, exclusive of specified edging, in excess of ¼-inch
shall be corrected before the concrete has hardened. If edge slump on any 1-foot or
greater length of hardened concrete exceeds 1-inch, the concrete shall be repaired as
provided in Section 5-05.3(22).
The pavement shall be given a final finish surface by texturing with a comb
perpendicular to the centerline of the pavement. The comb shall produce striations
approximately ⅛-inch to 3/16 -inch in depth. Randomly space the striations from ½-inch
to 1¼-inch. The comb shall be operated mechanically either singly or in gangs with
several placed end to end. Finishing shall take place with the elements of the comb as
nearly perpendicular to the concrete surface as is practical, to eliminate dragging the
mortar. If the striation equipment has not been previously approved, a test section shall be
constructed prior to approval of the equipment. If the pavement has a raised curb without
a formed concrete gutter, the texturing shall end 2-feet from the curb line.
At the beginning and end of paving each day, the Contractor shall, with an approved
stamp, indent the concrete surface near the right hand edge of the panel to indicate the
date, month, and year of placement.
At approximate 500-foot intervals where designated by the Engineer the Contractor
shall, with an approved stamp, indent the concrete surface near the right hand edge of the
pavement with the stationing of the Roadway.
5-05.3(12) Surface Smoothness
The pavement smoothness will be checked with equipment furnished and operated
by the Contractor, under supervision of the Engineer, within 48-hours following
placement of concrete. Smoothness of all pavement placed except Shoulders, ramp
tapers, intersections and small or irregular areas as defined by Section 5-05.3(3) unless
specified otherwise, will be measured with a recording profilograph, as specified in
Section 5-05.3(3), parallel to centerline, from which the profile index will be determined
in accordance with WSDOT Test Method 807.
For the purpose of qualifying the equipment and methods used by the Contractor, a
daily profile index will be computed. For pavement placed in a 12-foot width or less, the
daily profile index will be the average of two profiles made approximately 3-feet from
and parallel to each edge of the pavement. If the pavement is placed in a width greater
than 12-feet, the daily profile index will be computed as the average of profiles made
approximately 3-feet from and parallel to each edge and at the approximate location of
each planned longitudinal joint.
The daily profile index of the finished pavement thus determined will be 7-inches
per mile, or less. Only equipment and methods that consistently produce a finished
surface meeting this requirement shall be used. Should the daily profile index exceed the
rate of 7-inches per mile, the paving operations shall be discontinued until other methods
or equipment are provided by the Contractor. Such revised methods and equipment shall
again be discontinued if they do not produce a finished surface having a daily profile
index of 7-inches per mile, or less. Operations shall not be resumed until the Engineer
approves further changes in methods and equipment as proposed by the Contractor.
All areas representing high points having deviations in excess of 0.3-inch as
determined by procedures described in WSDOT Test Method 807, shall be reduced by
abrasive methods until such deviations do not exceed 0.1-inch as determined by reruns
of the profilograph. High areas of individual profiles shall be reduced by abrasive means
so that the profile index will not exceed 0.7-inch in any 0.1-mile section. All high areas
in excess of 0.1-inch shall be reduced to 0.0-inch prior to reducing any high points of
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0.1-inch or less. Low spots exceeding .25-inch shall be corrected in a manner approved
by the Engineer.
When any of the daily profile indexes exceed 7-inches per mile, final acceptance of
the pavement for smoothness parallel to the centerline will be based on profile indexes as
measured with the profilograph, operating by the Contractor under the supervision of the
Engineer, along a line parallel to the edge of pavement and each longitudinal joint and
will not be averaged for acceptance purposes. The final acceptance profile indexes will
be measured after all corrective Work is complete and will demonstrate that all 0.1-mile
sections on the project are within the 0.7-inch Specification.
When cement concrete pavement abuts bridges, the finished pavement parallel
to centerline within 15-feet of the abutting joint shall be uniform to a degree that no
variations greater than ⅛-inch are present when tested with a 10-foot straightedge.
When paving intersections, small or irregular areas, as defined in Section 5-05.3(3),
surface smoothness will be measured with a 10-foot straightedge no later than 5:00
p.m. of the day following the placing of the concrete. A 10-foot straightedge will be
placed parallel to the centerline so as to bridge any depressions and touch all high spots.
Should the surface vary more than ⅛-inch from the lower edge of the straightedge, the
high portion shall be reduced by the Contractor to the ⅛-inch tolerance by abrasive
means at no expense to the Contracting Agency. It is further provided that if reduction
of high portions of the surface involves breaking, dislodging, or other disturbance of the
aggregates, such cutting will not be permitted until the pavement has achieved its design
strength. If in the opinion of the Engineer irregularities cannot be satisfactorily removed
by such methods, the Contractor shall remove and replace the pavement at no expense to
the Contracting Agency.
Smoothness perpendicular to the centerline will be measured with a 10-foot straight
edge across all lanes with the same cross slope, including shoulders when composed of
cement concrete pavement. The overlapping 10-foot straight edge measurement shall
be discontinued at a point 6-inches from the most extreme outside edge of the finished
cement concrete pavement. The transverse slope of the finished pavement shall be
uniform to a degree such that no variations greater than ¼-inch are present when tested
with a 10-foot long straightedge laid in a direction perpendicular to the centerline. Any
areas that are in excess of this specified tolerance shall be corrected by abrasive means.
5-05.3(13) curing
Immediately after the finishing operations have been completed and as soon as
marring of the concrete will not occur, the entire surface of the newly placed concrete
shall be cured in accordance with one of the following methods the Contractor may elect.
5-05.3(13)A curing compound
Liquid membrane-forming concrete curing compound Type 2 meeting the
requirements of Section 9-23.2 shall be applied to the entire area of the exposed surface
of the concrete with an approved mechanical spray machine. The spray fog shall be
protected from the wind with an adequate shield. It shall be applied uniformly at the rate
of one gallon to not more than 150-square feet.
The compound shall be applied with equipment of the pressure tank or pump type
equipped with a feed tank agitator which ensures continuous agitation of the compound
during spraying operations. The nozzle shall be of the two-line type with sufficient air to
properly atomize the compound.
The curing compound shall not be applied during or immediately after rainfall. If
it becomes necessary to leave the pavement uncoated overnight, it shall be covered with
polyethylene sheeting, which shall remain in place until weather conditions are favorable
for the application of the curing compound.
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In the event that rain falls on the newly coated pavement before the film has dried
sufficiently to resist damage, or in the event of damage to the film from any cause, the
Contractor shall apply a new coat of curing compound in one or two applications to the
affected area at the rate which, in the opinion of the Engineer, will result in a film of
curing value equal to that specified in the original coat.
Before placing the curing compound in the spray tank, it shall be thoroughly
agitated as recommended by the Manufacturer. The compound shall not be diluted by the
addition of solvents nor be altered in any manner. If the compound has become chilled
to the extent that it is too viscous for proper stirring or application or if portions of the
vehicle have been precipitated from solution, it shall be heated to restore proper fluidity
but it shall not be heated above 100ºF. All curing compound shall have approval prior to
placing in the spray tanks.
The curing compound shall be applied immediately after the concrete has been
finished and after any bleed water that has collected on the surface has disappeared, or
at a time designated by the Engineer. If hair checking develops in the pavement before
finishing is completed, the Engineer may order the application of the curing compound at
an earlier stage, in which event any concrete cut from the surface in finishing operations
shall be removed entirely from the pavement. If additional mortar is then needed to fill
torn areas, it shall be obtained ahead of the spraying operations. All areas cut by finishing
tools subsequent to the application of the curing compound shall immediately be given
new applications at the rate specified above.
The curing compound, after application, shall be protected by the Contractor from
injury until the pavement has reached a minimum compressive strength of 2500-psi.
All traffic, either by foot or otherwise, shall be considered as injurious to the film of the
applied compound.
The Contractor shall provide on the job a sufficient quantity of white polyethylene
sheeting to cover all the pavement laid in 3-hours of maximum operation. This sheeting
shall be reserved exclusively for the protection of the pavement in case of rain or
breakdown of the spray equipment used for applying the curing compound. The
protective sheeting shall be placed over the pavement when ordered, and in the manner
specified by the Engineer.
Areas from which it is impossible to exclude traffic shall be protected by a covering
of sand or earth not less than 1-foot in thickness or by other suitable and effective means.
The protective covering shall be placed no earlier than 24-hours after application of
the compound.
All liquid membrane-forming curing compounds shall be removed from the
Portland cement concrete pavement to which traffic delineators are to be bonded. Curing
compound removal shall not be started until the pavement has attained sufficient flexural
strength for traffic to be allowed on it. The Contractor shall submit a proposed removal
method to the Engineer and shall not begin the removal process until the Engineer has
approved the removal method.
The Contractor shall assume all liabilities for and protect the Contracting
Agency from any damages or claims arising from the use of materials or processes
described herein.
5-05.3(13)B White Polyethylene Sheeting
The sheeting shall be placed over the pavement immediately after finishing
operations are completed, or at a time designated by the Engineer.
The sheeting shall be laid so that individual sheets overlap at least 2-feet, and the
lapped areas shall be held in close contact with the pavement by weighting with earth
or boards to prevent movement by the wind. The sheeting shall extend downward to
cover the edges of the pavement and shall be secured to the Subgrade with a continuous
bank of earth or surfacing material. Any holes occurring in the sheeting shall be patched
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immediately to the satisfaction of the Engineer. The sheeting shall be maintained against
injury and remain in place until the pavement has reached a minimum compressive
strength of 2500-psi.
5-05.3(13)c Wet curing
Wet curing shall be accomplished by applying a continuous fog or mist spray to the
entire pavement surface until it has reached a minimum compressive strength of 2500-
psi. If water runoff is not a concern, continuous sprinkling is acceptable. Sprinkling shall
not begin until the concrete has achieved initial set as determined by AASHTO T 197 or
other approved method.
5-05.3(14) cold Weather Work
When the air temperature is expected to reach the freezing point during the day
or night and the pavement has not reached 50-percent of its design strength or 2500-
psi which ever is greater the concrete shall be protected from freezing. The Contractor
shall, at no expense to the Contracting Agency, provide a sufficient supply of straw,
hay, grass, earth, blankets, or other suitable blanketing material and spread it over the
pavement to a sufficient depth to prevent freezing of the concrete. The Contractor shall be
responsible for the quality and strength of the concrete thus cured. Any concrete injured
by frost action or freezing shall be removed and replaced at the Contractor’s expense in
accordance with these Specifications.
5-05.3(15) concrete Pavement construction in Adjacent lanes
Unless otherwise shown in the Plans or in the Special Provisions, the pavement
shall be constructed in multiple lanes; that is, 2 or more adjacent lanes paved in a single
operation. Longitudinal contraction joints shall be used between adjacent lanes that are
paved concurrently, and construction joints shall be used when lanes are paved separately.
Tie bars shall be installed during initial lane construction.
The Contractor shall replace, at no expense to the Contracting Agency, any panels on
the new pavement that are cracked or broken as a result of the Contractor’s operations.
5-05.3(16) Protection of Pavement
The Contractor shall protect the pavement and its appurtenances from any damage.
Protection shall include personnel to direct traffic and the erection and maintenance of
warning signs, lights, barricades, temporary take-down bridges across the pavement with
adequate approaches, and whatever other means may be necessary to accommodate local
traffic and to protect the pavement during the curing period or until opened to traffic as
determined by the Engineer.
The operation of construction equipment on the new pavement will not be allowed
until the pavement has developed a compressive strength of 2500-psi as determined
from cylinders, made at the time of placement, cured under comparable conditions, and
tested in accordance with AASHTO T 22. Exceptions would be one track from a slip
form-paving machine when paving adjacent lanes or light vehicles required for sawing
operations or taking cores.
Placement of Shoulder material may commence when the pavement has developed
a compressive strength of 1800-psi as determined from cylinders made at the time of
placement, cured under comparable conditions, and tested in accordance with AASHTO
T 22 as long as construction equipment is not operated on the new pavement.
A continuous barrier of the design shown in the Plans shall be constructed and
maintained along the edge of the pavement being constructed and adjacent to the portion
of the Roadway used for traffic. The barriers shall be left in place until the new pavement
is ready to be opened to traffic and shall then be removed by the Contractor.
Any damage to the pavement occurring prior to final acceptance shall be replaced or
repaired in accordance with Section 5-05.3(22).
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5-05.3(17) Opening to Traffic
The pavement may be opened to traffic when the concrete has developed a
compressive strength of 2500-psi as determined from cylinders, made at the time
of placement, cured under comparable conditions, and tested in accordance with
AASHTO T 22.
Fabrication, curing, and testing of cylinders to measure early strength shall be
the responsibility of the Contractor. The Contractor shall obtain the services of an
independent Laboratory to perform these activities and these laboratories shall be
approved by the Engineer. At the Contractor’s option, the time for opening pavement may
be determined through the use of the maturity test in accordance with ASTM C 1074. The
Contractor shall develop the maturity-strength relationship and provide maturity curves
along with supporting data for approval by the Engineer. The Contractor shall furnish
all equipment, including thermal or maturity meter, thermocouples, wire, and qualified
personnel to monitor maturity and provide information to the Engineer. Field procedures
to monitor maturity shall be submitted to the Engineer for approval prior to use. The
pavement shall not be opened to traffic until the maturity-strength relationship shows the
pavement has a compressive strength of 2500-psi and approved by the Engineer.
The pavement shall be cleaned prior to opening to traffic.
All costs associated with early-strength cylinders shall be at the
Contractor’s expense.
5-05.3(18) Vacant
5-05.3(19) Vacant
5-05.3(20) Vacant
5-05.3(21) Vacant
5-05.3(22) Repair of Defective Pavement Slabs
Broken slabs, slabs with random cracks, nonworking contraction joints near cracks,
edge slumping and spalls along joints and cracks shall be replaced or repaired as specified
at no expense to the Contracting Agency, and shall be accomplished prior to completion
of joint sealing.
Pavement slabs containing more than one crack shall be entirely removed and
replaced. Pavement slabs containing a single crack shall be removed and replaced such
that the minimum dimension of the removed slab is 6-feet long and full panel width.
The portion of the panel to remain in place shall have a minimum dimension of 6-feet
in length and full panel width, otherwise entire removal and replacement of the slab is
required. There shall be no new joints closer than 3-feet to an existing transverse joints.
Saw cutting full pavement depth is required along all longitudinal joints and at transverse
locations. Tie bars and dowel bars shall be used in accordance Section 5-05.3(10).
Spalls and edge slumping shall be repaired by making vertical saw cuts at least
3-inches outside the affected area and to a minimum depth of 2-inches. Spall repairs
that encounter dowel bars or are within 6-inches of a dowel bar will not be permitted.
These spall areas shall be repaired by replacing a half or full panel as permitted by the
Engineer. Removal of the existing pavement shall not damage any pavement to be left in
place. If jackhammers are used for removing pavement, they shall not weigh more than
30-pounds, and chipping hammers shall not weigh more than 15-pounds. All power-
driven hand tools used for the removal of pavement shall be operated at angles less than
45-degrees as measured from the surface of the pavement to the tool. The patch limits
shall extend beyond the spalled area a minimum of 3-inches. Repair areas shall be kept
square or rectangular. Repair areas that are within 12-inches of another repair area shall
be combined.
Page 5-54 2010 Standard Specifications M 41-10
5-05 cEMENT cONcRETE PAVEMENT
The Contractor shall remove material within the perimeter of the saw cut to a depth
of 2-inches, or to sound concrete as determined by the Engineer. The surface patch area
shall be sandblasted and all loose material removed. All sandblasting residue shall be
removed using dry oil-free air.
When a partial depth repair is placed directly against an adjacent longitudinal joint,
a bond-breaking material such as polyethylene film, roofing paper, or other material as
approved by the Engineer shall be placed between the existing concrete and the area to be
patched.
Patches that abut working transverse joints or cracks require placement of a
compressible insert. The new joint or crack shall be formed to the same width as the
existing joint or crack. The compressible joint material shall be placed into the existing
joint 1-inch below the depth of repair. The compressible insert shall extend at least
3-inches beyond each end of the patch boundaries.
Patches that abut the lane/shoulder joint require placement of a formed edge, along
the slab edge, even with the surface.
The patching material shall be mixed, placed, consolidated, finished, and cured
according to manufacturer’s recommendations. Slab/patch interfaces that will not receive
pavement grinding shall be sealed (painted) with a 1:1 cement-water grout along the
patch perimeter.
The Contractor shall reseal all joints in accordance with Section 5-05.3(8)B.
Opening to traffic shall meet the requirements of Section 5-05.3(17).
Low areas which grinding cannot feasibly remedy, shall be sandblasted, filled with
epoxy bonded mortar, and textured by grinding. The epoxy bonding agent shall meet the
requirements of Section 9-26.1(1)B for Type II epoxy.
5-05.4 Measurement
Cement concrete pavement will be measured by the cubic yard for the completed
pavement. The volume will be determined from measurements taken as listed below.
1. The width measurement will be the width of the pavement shown on the typical
cross-section in the Plans, additional widening where called for, or as otherwise
specified in writing by the Engineer.
2. The length will be measured along the center of each Roadway or ramp.
3. The depth will be determined from the reference cores. The depth utilized to
calculate the volume shall not exceed the Plan depth plus 0.04-feet.
The volume of the pavement section represented by the reference core shall equal
the measured length × width × reference core depth.
Corrosion resistant dowel bar will be measured per each for the actual number of
bars used in the completed Work.
Tie bar with drill hole will be measured per each for the actual number of bars used
in the completed Work.
The ride smoothness compliance adjustment calculation is the volume of pavement,
in cubic yards, represented by the profilograph.
The calculation for Portland cement concrete compliance adjustment is the volume
of concrete represented by the CPF and the Thickness deficiency adjustment.
5-05.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal:
“Cement Conc. Pavement”, per cubic yard.
2010 Standard Specifications M 41-10 Page 5-55
cEMENT cONcRETE PAVEMENT 5-05
The unit Contract price per cubic yard for “Cement Conc. Pavement” shall be full
compensation for all costs incurred to carry out the requirements of Section 5-05, except
for those costs included in other items, which are included in this subsection and are
included in the Proposal.
“Corrosion Resistant Dowel Bar”, per each,
The unit Contract price per each for “Corrosion Resistant Dowel Bar” shall be
full payment for furnishing, and installing corrosion resistant dowel bars and any costs
for drilling holes, placing dowel bars with baskets, furnishing and installing parting
compound and all other costs associated with completing the installation of corrosion
resistant dowel bars.
“Tie Bar with Drill Hole”, per each.
The unit Contract price per each, “Tie Bar with Drill Hole” shall be full payment
for furnishing, and installing tie bars and any costs for drilling holes, and all other costs
associated with installation of tie bars
“Ride Smoothness Compliance Adjustment”, by calculation.
Payment for “Ride Smoothness Compliance Adjustment” will be calculated by
multiplying the unit Contract price for cement concrete pavement, times the volume for
adjustment, times the percent of adjustment determined from the schedule below.
1. Adjustment will be based on the initial profile index before corrective Work.
2. “Ride Smoothness Compliance Adjustment” will be calculated for each
0.1-mile section represented by profilogram using the following schedule:
Ride Smoothness Profile Index
(Inches per mile)
Compliance Adjustment
(Percent adjustment)
1.0 or less +4
over 1.0 to 2.0 +3
over 2.0 to 3.0 +2
over 3.0 to 4.0 +1
over 4.0 to 7.0 0
over 7.0 -2*
*Also requires correction to 7-inches per mile.
“Portland Cement Concrete Compliance Adjustment”, by calculation.
Payment for “Portland Cement Concrete Compliance Adjustment” will be calculated
by multiplying the unit Contract price for the cement concrete pavement, times the
volume for adjustment, times the percent of adjustment determined from the calculated
CPF and the Deficiency Adjustment listed in Section 5-05.5(1)A.
5-05.5(1) Pavement Thickness
Cement concrete pavement shall be constructed in accordance with the thickness
requirements in the Plans and Specifications. Tolerances allowed for Subgrade
construction and other provisions, which may affect thickness, shall not be construed to
modify such thickness requirements.
A primary unit of pavement is defined as the area of pavement placed in each day’s
paving operations or a complete intersection. Within such primary unit of pavement,
there may be an area or areas, which are deficient in thickness by more than 0.05-foot.
This deficient area or areas will be defined as a secondary unit or units. If secondary
units are found to exist, the primary unit area will be reduced by the secondary unit area
included therein. At a time determined by the Engineer, thickness measurements will
be made in each primary unit of pavement at the minimum rate of one measurement for
each 500-cubic yards of pavement, or fraction thereof. The exact location and number of
Page 5-56 2010 Standard Specifications M 41-10
5-05 cEMENT cONcRETE PAVEMENT
thickness measurements within each primary unit, both longitudinally and transversely,
will be determined by the Engineer. In general, thickness measurements will be made at
uniform intervals throughout each primary unit of pavement.
If thickness deficiencies greater than 0.05-foot are found to exist, supplemental
thickness measurements will be made in accordance with Section 5-05.5(1)B.
Pavement thickness variations, if any, from the thickness requirements in the Plans and
Specifications will be determined by comparing the actual thickness measurement with
the thickness specified at the location where the measurement was made. Such variation
will be determined to the nearest 0.01-foot as either excess or deficient thickness.
Additional cores may be requested by the Contractor to isolate the area that has a
thickness deficiency within the 0.05-feet of the design thickness. These cores will be used
to create a secondary unit. All costs for the additional cores including grouting the core
holes will be the responsibility of the Contractor.
5-05.5(1)A Thickness Deficiency of 0.05-Foot or Less
If no thickness measurements in a primary unit are deficient by more than 0.05-
foot, all thickness measurements in such unit will be averaged to the nearest 0.01-foot
to determine the average thickness deficiency, if any, in that primary unit. For the purpose
of determining the average thickness deficiency, an excess thickness variation of more
than 0.04-foot will be considered to be 0.04-foot greater than the specified thickness.
For each primary unit of pavement which is deficient in average thickness by
not more than 0.05-foot, the Contractor shall pay to the Contracting Agency, or the
Contracting Agency may deduct from any moneys due or that may become due the
Contractor under the Contract, a sum computed by multiplying the deficiency adjustment
from the following table by the unit Contract price by the volume of such unit.
Average Thickness
Deficiency (feet)
Deficiency Adjustment
(per cubic yard)
0.01 2%
0.02 4%
0.03 9%
0.04 16%
0.05 25%
5-05.5(1)B Thickness Deficiency of More Than 0.05-Foot
Where a thickness deficiency greater than 0.05-foot is encountered, the Engineer
will determine from supplemental thickness measurements the limits of the secondary
unit area. Thickness measurements will be made in each panel of pavement adjacent
transversely and longitudinally to the panel of the original measurement. This procedure
will continue, regardless of unit boundaries, until such secondary unit area is bounded
by panels with a thickness deficiency of 0.05-foot or less. Cores taken to isolate the
secondary unit will not be used to compute average thickness of the primary unit.
Panels are the areas bounded by longitudinal and transverse joints and pavement
edges. If longitudinal or transverse joints are eliminated by the Special Provisions, by the
Plans, or for any other reasons, the limits of panels will be determined by the Engineer as
if such joints had been constructed.
The secondary unit area will be made up of entire panels only. The entire panel will
be considered to be of the thickness shown by measurement.
2010 Standard Specifications M 41-10 Page 5-57
cEMENT cONcRETE PAVEMENT 5-05
After the Engineer has determined the limits of the secondary unit area, a further
determination will be made whether any panels within this area are usable and may be
left in place. Following this determination, the Contractor shall remove and replace at
no expense to the Contracting Agency such panels as the Engineer may designate in
accordance with the following:
If the area to be removed is not bounded by longitudinal or transverse joints, the
Contractor shall saw, at no expense to the Contracting Agency, weakened plane joints
at the locations designated by the Engineer. The Subgrade shall be lowered to meet
the full thickness requirements. The replaced pavement will be tested for thickness
by means of additional measurements and will be subject to all of the requirements of
the Specifications.
Usable panels may be removed and replaced as outlined above at the option of the
Contractor, or these panels will be permitted to remain in place, provided that no payment
will be made for any panels which are left in place, and that a further penalty will be
assessed in the amount of 25-percent of the Contractor’s unit Bid price for all such
panels. The Contracting Agency may deduct such amount from any moneys due or that
may become due the Contractor under the Contract.
The cost of all thickness measurements made to determine the secondary unit areas,
including filling the core holes with concrete, will be deducted at the rate of $150.00 per
core from any moneys due or that may become due the Contractor under the Contract.
All additional Work required and any delay to the Contractor’s operations as a result
of this Specification shall not be cause for additional pay nor for an extension of time.
Page 5-58 2010 Standard Specifications M 41-10
5-05 cEMENT cONcRETE PAVEMENT
2010 Standard Specifications M 41-10 Page 6-1
DIVISION 6
STRucTuRES
6-01 GENERAl REQuIREMENTS FOR STRucTuRES
6-01.1 Description
This section relates to structural and incidental items used in any or all types of
existing or proposed Structures. These provisions supplement the detailed Specifications
supplied for any given Structure. These provisions apply only when relevant and when
they do not conflict with the Plans or Special Provisions.
6-01.2 Foundation Data
Foundation data in the Plans (from test borings, test pits, or other sources) were
obtained only to guide the Department in planning and designing the project. These
data reasonably represent the best information available to the Department concerning
conditions and materials at the test sites at the time the investigations were made.
6-01.3 clearing the Site
The Contractor shall clear the entire site of the proposed Structure to the limits
staked by the Engineer.
6-01.4 Appearance of Structures
To achieve a more pleasing appearance, the Engineer may require the Contractor
to adjust the height and alignment of bridge railings, traffic barrier, and structural curbs.
6-01.5 Vacant
6-01.6 load Restrictions on Bridges under construction
Bridges under construction shall remain closed to all traffic, including construction
equipment, until the Substructure and the Superstructure, through the roadway deck, are
complete for the entire Structure, except as provided herein. Completion includes release
of all falsework, removal of all forms, and attainment of the minimum design concrete
strength and specified age of the concrete in accordance with these Specifications. Once
the Structure is complete, Section 1-07.7 shall govern all traffic loading, including
construction traffic (equipment).
If necessary and safe to do so, and if the Contractor requests it in writing, the
Engineer may approve traffic on a bridge prior to completion. The maximum distributed
load at each construction equipment support shall not exceed the design load by more
than 33-percent. The written request shall:
1. Describe the extent of the Structure completion at time of the proposed
equipment loading;
2. Describe the loading magnitude, arrangement, movement, and position of
traffic (equipment) on the bridge, including but not limited to the following:
a. Location of construction equipment, including outriggers, spreader
beams and supports for each, relative to the bridge framing plan (bridge
girder layout);
b. Mechanism of all load transfer (load path) to the bridge;
3. Provide stress calculations under the design criteria specified in the AASHTO
Standard Specifications for Highway Bridges, current edition, prepared by (or
under the direction of) a professional engineer, licensed under Title 18 RCW
state of Washington, and carrying the professional engineer’s signature and
seal, including but not limited to the following:
Page 6-2 2010 Standard Specifications M 41-10
6-01 GENERAl REQuIREMENTS FOR STRucTuRES
a. Supporting calculations showing that the flexural and shear stresses in the
main load carrying members due to the construction load are within the
allowable stresses;
b Supporting calculations showing that the flexural and shear stresses in the
bridge deck due to the construction load are within the allowable stresses;
4. Provide supporting material properties, catalogue cuts, and other information
describing the construction equipment and all associated outriggers, spreader
beams, and supports; and,
5. State that the Contractor assumes all risk for damage.
6-01.7 Navigable Streams
The Contractor shall keep navigable streams clear so that water traffic may pass
safely, providing and maintaining all lights and signals required by the U.S. Coast Guard.
The Contractor shall also comply with all channel depth and clearance line requirements
of the U.S. Corps of Engineers. This may require removing material deposited in the
channel during construction.
6-01.8 Approaches to Movable Spans
No roadway or sidewalk slab on the approach span at either end of a movable span
may be placed until after the movable span has been completed, adjusted and closed.
6-01.9 Working Drawings
The Contractor shall submit supplemental Working Drawings with calculations as
required for the performance of the Work. The drawings shall be on sheets measuring
22 by 34-inches, 11 by 17-inches, or on sheets with dimensions in multiples of 8½ by
11-inches. All drawings shall be to scale in keeping with standard drafting procedures.
The design calculations shall be on sheets measuring 8½ by 11-inches. They shall be
legible, with all terms identified, and may include computer printouts. The drawings
and calculations shall be provided far enough in advance of actual need to allow for
the review process by the Contracting Agency, which may involve rejection, revision,
or resubmittal. Unless otherwise stated in the Contract, the Engineer will require up
to 30-calendar days from the date the submittals are received until they are sent to the
Contractor. This time will increase if the drawings submitted do not meet the Contract
requirements or contain insufficient details.
Unless designated otherwise by the Contractor, submittals of Working Drawing
plans will be reviewed in the order they are received by the Engineer. In the event that
several Working Drawing plans are submitted simultaneously, the Contractor shall
specify the sequence in which these plans are to be reviewed. The Engineer’s review
time shall be as specified above for the first plan in the specified sequence and up to an
additional 2-weeks for each plan lower in the specified sequence. A plan is defined as 1 or
more Working Drawings that pertain to a unit of Superstructure or a complete pier. If the
Contractor does not submit a Working Drawing review sequence for simultaneous plan
submittals, the review sequence shall be at the Engineer’s discretion.
Working drawings and calculations shall be prepared by (or under the direction of) a
Professional Engineer, licensed under Title 18 RCW, State of Washington, and shall carry
the Professional Engineer’s signature and seal.
If more than the specified number of days are required for the Engineer’s review
of any individual submittal or resubmittal, an extension of time will be considered in
accordance with Section 1-08.8.
2010 Standard Specifications M 41-10 Page 6-3
GENERAl REQuIREMENTS FOR STRucTuRES 6-01
6-01.10 utilities Supported by or Attached to Bridges
Installation of utility pipes and conduit systems shall conform to the details shown
in the Plans and as specified in the utility agreement between the utility company and the
Contracting Agency.
All utility pipes and conduit systems supported by or attached to bridge Structures
shall be labeled with Type I reflective sheeting conforming to Section 9-28.12, and
the following:
Content Label
Background Color
Lettering
Utility Color
Electrical Power Red Black
Gas, Oil, Steam, Petroleum, and other
gaseous materials
Yellow Black
CATV, Telecommunication, Alarm, and Signal Orange Black
Potable Water Blue White
Reclaimed Water, Irrigation, Slurry Purple White
Sewer and Storm Drain Green White
The purple color background for the label for reclaimed water, irrigation, and slurry,
shall be generated by placing transparent film over white reflective material. The purple
tint of the transparent film shall match Federal Standard 595, Color No. 37100.
The label text shall identify the utility contents and include the One-Number Locator
Service phone number 1-800-424-5555.
The minimum length of the label color field shall be the longer of either 1 letter
width beyond each end of the label text, or the length specified below:
Minimum Pipe
O.D. (inches)
Maximum Pipe
O.D. (inches)
Minimum Length of
Label Color Field
(inches)
Letter Height
(inches)
¾1¼8 ½
1½2 8 ¾
2½6 12 1¼
8 10 24 2½
12 —32 3½
Utility pipes and conduit systems shall be labeled on both sides of each bridge pier,
and adjacent to each entrance hatch into a box girder cell. For utility pipes and conduit
systems within bridge spans exceeding 300-feet, labels shall also be applied to the utility
pipes and conduit systems between the piers at a maximum spacing of 300-feet. The label
shall be visible at a normal eye height.
6-01.11 Name Plates
The Contractor shall install no permanent plates or markers on a Structure unless the
Plans show it.
Page 6-4 2010 Standard Specifications M 41-10
6-01 GENERAl REQuIREMENTS FOR STRucTuRES
6-01.12 Final cleanup
When the Structure is completed, the Contractor shall leave it and the entire site in
a clean and orderly condition. Structure decks shall be swept and washed. Temporary
buildings, falsework, piling, lumber, equipment, and debris shall be removed. The
Contractor shall level and fine grade all excavated material not used for backfill, and shall
fine grade all slopes and around all piers, bents, and abutments.
The Contractor is advised that after the Structure is complete, a representative(s)
of the WSDOT Bridge Preservation Office may perform an Inventory Inspection of the
Structure. The purpose of the Inventory Inspection is to field verify certain Contract
details, to provide a base-line condition assessment of the Structure, and to identify any
potential maintenance features.
6-01.13 Architectural Features
To ensure uniform texture and color, the Contractor shall obtain all cement for the
Structure from the same manufacturing plant unless the Engineer waives this requirement
in writing.
6-01.14 Premolded Joint Filler
When the Plans call for premolded joint filler, the Contractor shall fasten it with
galvanized wire nails to 1 side of the joint. The nails must be no more than 6-inches apart
and shall be 1½-inches from the edges over the entire joint area. The nails shall be at least
1½-inches longer than the thickness of the filler.
The Contractor may substitute for the nails any adhesive approved by the Engineer.
This adhesive, however, shall be compatible with Resilient Bituminous Preformed
Expansion Joint Filler (ASTM D 1751) and capable of bonding the filler to Portland
cement concrete.
6-01.15 Normal Temperature
Bridge Plans state dimensions at a normal temperature of 64ºF. Unless otherwise
noted, these dimensions are horizontal or vertical.
2010 Standard Specifications M 41-10 Page 6-5
cONcRETE STRucTuRES 6-02
6-02 cONcRETE STRucTuRES
6-02.1 Description
This Work consists of the construction of all Structures (and their parts) made of
Portland cement concrete with or without reinforcement, including bridge approach slabs.
Any part of a Structure to be made of other materials shall be built as these Specifications
require elsewhere.
6-02.2 Materials
Materials shall meet the requirements of the following sections:
Portland Cement 9-01
Aggregates for Portland Cement Concrete 9-03.1
Gravel Backfill 9-03.12
Joint and Crack Sealing Materials 9-04
Reinforcing Steel 9-07
Epoxy-Coated Reinforcing Steel 9-07
Pigmented Sealer Materials for Coating of
Concrete Surface 9-08.3
Prestressed Concrete Girders 9-19
Grout 9-20.3
Mortar 9-20.4
Curing Materials and Admixtures 9-23
Fly Ash 9-23.9
Ground Granulated Blast Furnace Slag 9-23.10
Microsilica Fume 9-23.11
Plastic Waterstop 9-24
Water 9-25
Elastomeric Bearing Pads 9-31
6-02.3 construction Requirements
6-02.3(1) Classification of Structural concrete
The class of concrete to be used shall be as noted in the Plans and these
Specifications. The numerical class of concrete defines the specified minimum
compressive strength at 28-days in accordance with the WSDOT FOP for AASHTO T 22.
The letter designation following the class of concrete identifies the specific use; P for
Piling applications, W for Underwater applications, D for Deck applications, and A for
Bridge Approach Slab applications.
The Contractor may request, in writing, permission to use a different class of
concrete with either the same or a higher compressive strength than specified. The
substitute concrete shall be evaluated for acceptance based on the specified class of
concrete. The Engineer will respond in writing. The Contractor shall bear any added costs
that result from the change.
6-02.3(2) Proportioning Materials
The soluble chloride ion content shall be determined by the concrete supplier and
included with the mix design. The soluble chloride ion content shall be determined by
(1) testing mixed concrete cured at least 28-days or (2) totaled from tests of individual
concrete ingredients (cement, aggregate, admixtures, water, fly ash, ground granulated
blast furnace slag, and other supplementary cementing materials). Chloride ion limits for
admixtures and water are provided in Sections 9-23 and 9-25. Soluble chloride ion limits
for mixed concrete shall not exceed the following percent by mass of cement when tested
in accordance with AASHTO T 260:
Page 6-6 2010 Standard Specifications M 41-10
6-02 cONcRETE STRucTuRES
Category Acid-Soluble Water-Soluble
Prestressed concrete 0.08 0.06
Reinforced concrete 0.10 0.08
Unless otherwise specified, the Contractor shall use Type I or II Portland cement in
all concrete as defined in Section 9-01.2(1).
The use of fly ash is required for Class 4000D and 4000P concrete, except that
ground granulated blast furnace slag may be substituted for fly ash at a 1:1 ratio. The
use of fly ash and ground granulated blast furnace slag is optional for all other classes
of concrete and may be substituted for Portland cement at a 1:1 ratio as noted in the table
below.
Class of Concrete
Maximum Percent
replacement of fly ash
for Portland cement
Maximum Percent replacement of
ground granulated blast furnace
slag for Portland cement
4000 35 40
4000A 20 30
4000D 20 30
4000P 35 40
4000W 35 40
3000 35 40
Commercial Concrete 35 40
When both ground granulated blast furnace slag and fly ash are included in the
concrete mix, the total weight of both these materials is limited to 40-percent by weight
of the total cementitious material.
The water/cement ratio shall be calculated on the total weight of cementitious
material. The following are considered cementitious materials: Portland cement, fly ash,
ground granulated blast furnace slag and microsilica.
As an alternative to the use of fly ash, ground granulated blast furnace slag and
cement as separate components, a blended hydraulic cement that meets the requirements
of Section 9-01.2(4) Blended Hydraulic Cements may be used.
6-02.3(2)A contractor Mix Design
The Contractor shall provide a mix design in writing to the Engineer for all classes
of concrete specified in the Plans except for those accepted based on a Certificate of
Compliance. No concrete shall be placed until the Engineer has reviewed the mix design.
The required average 28-day compressive strength shall be selected per ACI 318, Chapter
5, Section 5.3.2. ACI 211.1 and ACI 318 shall be used to determine proportions. The
proposed mix for Class 4000P shall provide a minimum fly ash or ground granulated blast
furnace slag content per cubic yard of 100-pounds, and a minimum cement content per
cubic yard of 600-pounds. The proposed mix for Class 4000D shall provide a minimum
fly ash or ground granulated blast furnace slag content per cubic yard of 75-pounds,
and a minimum cement content per cubic yard of 660-pounds. All other concrete mix
designs, except those for lean concrete and commercial concrete, shall have a minimum
cementitious material content of 564-pounds per cubic yard of concrete.
The Contractor’s submittal of a mix design shall be on WSDOT form 350-040
and shall provide a unique identification for each mix design and shall include the mix
proportions per cubic yard, the proposed sources, the average 28-day compressive
strength for which the mix is designed, the fineness modulus, and the water cement
ratio. Concrete placeability, workability, and strength shall be the responsibility
of the Contractor. The Contractor shall notify the Engineer in writing of any mix
design modifications.
2010 Standard Specifications M 41-10 Page 6-7
cONcRETE STRucTuRES 6-02
Fine aggregate shall conform to Section 9-03.1(2) Class 1 or Class 2.
Coarse aggregate shall conform to Section 9-03. An alternate combined aggregate
gradation conforming to Section 9-03.1(5) may also be used. The nominal maximum size
aggregate for Class 4000P shall be ⅜-inch. The nominal maximum size aggregate for
Class 4000D shall be 1-inch. The nominal maximum size aggregate for Class 4000A shall
be 1-inch.
Nominal maximum size for concrete aggregate is defined as the smallest standard
sieve opening through which the entire amount of the aggregate is permitted to pass.
Class 4000D and 4000P concrete shall include a water reducing admixture in
the amount recommended by the manufacturer. A retarding admixture is required in
concrete Class 4000P. Water reducing and retarding admixtures are optional for all other
concrete classes.
A high-range water reducer (superplasticizer) may be used in all mix designs.
Microsilica fume may be used in all mix designs. The use of a high-range water reducer
or microsilica fume shall be submitted as a part of the Contractor’s concrete mix design.
Air content shall be a minimum of 4.5-percent and a maximum of 7.5-percent for all
concrete placed above the finished ground line.
6-02.3(2)B commercial concrete
Commercial concrete shall have a minimum compressive strength at 28-days of
3000-psi in accordance with WSDOT FOP for AASHTO T 22. Commercial concrete
placed above the finished ground line shall be air entrained and have an air content from
4.5-percent to 7.5-percent per WAQTC FOP for AASHTO T 152. Commercial concrete
does not require plant approval, mix design, or source approvals for cement, aggregate,
and other admixtures.
Where concrete Class 3000 is specified for items such as culvert headwalls,
plugging culverts, concrete pipe collars, pipe anchors, monument cases, light standard
foundations, pedestals, cabinet bases, guardrail anchors, signpost foundations, fence post
footings, sidewalks, curbs, and gutters, the Contractor may use commercial concrete.
If commercial concrete is used for sidewalks, curbs, and gutters, it shall have a minimum
cementitious material content of 564-pounds per cubic yard of concrete, shall be air-
entrained, and the tolerances of Section 6-02.3(5)C shall apply. Commercial concrete
shall not be used for items such as bridges, retaining walls, box culverts, or foundations
for high mast luminaires, mast arm traffic signals, cantilever signs, and sign bridges.
The Engineer may approve the use of commercial concrete for other applications not
listed above.
6-02.3(2)c Vacant
6-02.3(2)D lean concrete
Lean concrete shall contain between 145 and 200-pounds of cement per cubic yard
and have a maximum water/cement ratio of 2.
6-02.3(3) Admixtures
Concrete admixtures shall be added to the concrete mix at the time of batching the
concrete or in accordance with the manufacturer’s written procedure and as approved by
the Engineer. A copy of the manufacturer’s written procedure shall be furnished to the
Engineer prior to use of any admixture. Any deviations from the manufacturer’s written
procedures shall be submitted to the Engineer for approval. Admixtures shall not be
added to the concrete with the modified procedures until the Engineer has approved them
in writing.
Page 6-8 2010 Standard Specifications M 41-10
6-02 cONcRETE STRucTuRES
When the Contractor is proposing to use admixtures from different admixture
manufacturers they shall provide evidence to the Engineer that the admixture will be
compatible and not adversely effect the air void system of the hardened concrete. Test
results complying with ASTM C 457 shall be provided as the evidence to satisfy this
requirement. Admixture combinations which have been previously tested and which are
in compliance with ASTM C 457 shall be listed in the Qualified Products List (QPL).
Proposed combinations not found in the QPL shall meet this requirement.
Accelerators shall not be used.
Air entrained cement shall not be used to air entrain concrete.
6-02.3(4) Ready-Mix concrete
All concrete, except commercial concrete and lean concrete shall be batched
in a prequalified manual, semi-automatic, or automatic plant as described in Section
6-02.3(4)A. The Engineer is not responsible for any delays to the Contractor due to
problems in getting the plant certified.
6-02.3(4)A Qualification of Concrete Suppliers
Batch Plant Prequalification may be obtained through one of the following methods:
1. Certification by the National Ready Mix Concrete Association (NRMCA).
Information concerning NRMCA certification may be obtained from
the NRMCA at 900 Spring Street, Silver Springs, MD 20910 or online at
www.nrmca.org. The NRMCA certification shall be good for a 2-year period.
When this method of certification is used the following documentation shall
be submitted to the Project Engineer.
a. A copy of the current NRMCA Certificate of Conformance, the concrete
mix design(s) (WSDOT Form 350-040), along with copies of the truck
list, batch plant scale certification, admixture dispensing certification, and
volumetric water batching devices (including water meters) verification.
2. Independent evaluation certified by a Professional Engineer using NRMCA
checklist. The Professional Engineer shall be licensed under title 18 RCW, state
of Washington, qualified in civil engineering. The independent certification
using the NRMCA checklist shall be good for a 2-year period. When this
method of certification is used the following documentation shall be submitted
to the Engineer.
a. A copy of the Professional Engineer’s stamped and sealed NRMCA
Verification of Inspection and Application for Certificate page from
the NRMCA checklist, the concrete mix design(s) (WSDOT Form 350-
040), along with copies of the truck list, batch plant scale certification,
admixture dispensing certification, and volumetric water batching devices
(including water meters) verification.
3. Inspection conducted by the Plant Manager, defined as the person directly
responsible for the daily plant operation, using the NRMCA Plant Certification
checklist. The Plant Manager certification shall be done prior to the start of a
project, and every 6-months throughout the life of the project, and meet the
following requirements:
a. The Agreement to Regularly Check Scales and Volumetric Batching
Dispensers page in the NRMCA Plant Certification checklist shall be
signed by the Plant Manager and notarized.
b. The signed and notarized Agreement to Regularly Check Scales and
Volumetric Batching Dispensers page and a copy of the NRMCA Plant
Certification checklist cover page showing the plant designation, address
2010 Standard Specifications M 41-10 Page 6-9
cONcRETE STRucTuRES 6-02
and Company operating plant shall all be submitted to the Project
Engineer with the concrete mix design (WSDOT Form 350-040), along
with copies of the truck list, batch plant scale certification, admixture
dispensing certification, and volumetric water batching devices (including
water meters) verification.
c. The NRMCA Plant Certification checklists shall be maintained
by the Plant Manager and are subject to review at any time by the
Contracting Agency.
d. Volumetric water batching devices (including water meters) shall be
verified every 90-days.
For central-mixed concrete, the mixer shall be equipped with a timer that prevents
the batch from discharging until the batch has been mixed for the prescribed mixing
time. A mixing time of 1 minute will be required after all materials and water have
been introduced into the drum. Shorter mixing time may be allowed if the mixer
performance is tested in accordance with (AASHTO M 157 Annex A1 Concrete
Uniformity Requirements). Tests shall be conducted by an independent testing lab or by
a commercial concrete producer’s lab. If the tests are performed by a producer’s lab, the
Engineer or a representative will witness all testing.
For shrink-mixed concrete, the mixing time in the stationary mixer shall not be less
than 30-seconds or until the ingredients have been thoroughly blended.
For transit-mixed or shrink-mixed concrete, the mixing time in the transit mixer
shall be a minimum of 70-revolutions at the mixing speed designated by the manufacturer
of the mixer. Following mixing, the concrete in the transit mixer may be agitated at the
manufacturer’s designated agitation speed. A maximum of 320-revolutions (total of
mixing and agitation) will be permitted prior to discharge.
All transit-mixers shall be equipped with an operational revolution counter and a
functional device for measurement of water added. All mixing drums shall be free of
concrete buildup and the mixing blades shall meet the minimum Specifications of the
drum manufacturer. A copy of the manufacturer’s blade dimensions and configuration
shall be on file at the concrete producer’s office. A clearly visible metal data plate (or
plates) attached to each mixer and agitator shall display: (1) the maximum concrete
capacity of the drum or container for mixing and agitating, and (2) the rotation speed of
the drum or blades for both the agitation and mixing speeds. Mixers and agitators shall
always operate within the capacity and speed-of-rotation limits set by the manufacturer.
Any mixer, when fully loaded, shall keep the concrete uniformly mixed. All mixers and
agitators shall be capable of discharging the concrete at a steady rate. Only those transit-
mixers which meet the above requirements will be allowed to deliver concrete to any
Contracting Agency project covered by these Specifications.
In transit-mixing, mixing shall begin within 30-seconds after the cement is added to
the aggregates.
Central-mixed concrete, transported by truck mixer/agitator, shall not undergo more
than 250-revolutions of the drum or blades before beginning discharging. To remain
below this limit, the suppler may agitate the concrete intermittently within the prescribed
time limit. When water or admixtures are added after the load is initially mixed, an
additional 30-revolutions will be required at the recommended mixing speed.
For each project, at least biannually, or as required, the Plant Manager will examine
mixers and agitators to check for any buildup of hardened concrete or worn blades. If
this examination reveals a problem, or if the Engineer wishes to test the quality of the
concrete, slump tests may be performed with samples taken at approximately the ¼ and
¾ points as the batch is discharged. The maximum allowable slump difference shall be
as follows:
Page 6-10 2010 Standard Specifications M 41-10
6-02 cONcRETE STRucTuRES
If the average of the 2 slump tests is < 4-inches, the difference shall be
< 1-inch or if the average of the 2 slump tests is >4-inches, the difference shall
be < 1½-inches.
If the slump difference exceeds these limits, the equipment shall not be used until
the faulty condition is corrected. However, the equipment may continue in use if longer
mixing times or smaller loads produce batches that pass the slump uniformity tests.
All concrete production facilities will be subject to verification inspections at
the discretion of the Engineer. Verification inspections are a check for: current scale
certifications; accuracy of water metering devices; accuracy of the batching process; and
verification of coarse aggregate quality.
If the concrete producer fails to pass the verification inspection, the following
actions will be taken:
1. For the first violation, a written warning will be provided.
2. For the second violation, the Engineer will give written notification and the
Contracting Agency will assess a price reduction equal to 15-percent of the
invoice cost of the concrete that is supplied from the time of the infraction until
the deficient condition is corrected.
3. For the third violation, the concrete supplier is suspended from providing
concrete until all such deficiencies causing the violation have been permanently
corrected and the plant and equipment have been reinspected and meets all the
prequalification requirements.
4. For the fourth violation, the concrete supplier shall be disqualified from
supplying concrete for 1-year from the date of disqualification. At the end of
the suspension period the concrete supplier may request that the facilities be
inspected for prequalification.
6-02.3(4)B Jobsite Mixing
For small quantities of concrete, the Contractor may mix concrete on the job site
provided the Contractor has requested in writing and received written permission from
the Engineer. The Contractor’s written request shall include a mix design, batching and
mixing procedures, and a list of the equipment performing the job-site mixing. All job
site mixed concrete shall be mixed in a mechanical mixer.
If the Engineer permits, hand mixing of concrete will be permitted for pipe collars,
pipe plugs, fence posts, or other items approved by the Engineer, provided the hand
mixing is done on a watertight platform in a way that distributes materials evenly
throughout the mass. Mixing shall continue long enough to produce a uniform mixture.
No hand mixed batch shall exceed ½-cubic yard.
Concrete mixed at the jobsite is never permitted for placement in water.
6-02.3(4)c consistency
The maximum slump for concrete shall be:
1. 3.5-inches for vibrated concrete placed in all bridge roadway slabs, bridge
approach slabs, and flat slab bridge Superstructures.
2. 4.5-inches for all other vibrated concrete.
3. 7-inches for non-vibrated concrete. (Includes Class 4000P)
4. 9-inches for shafts when using Class 4000P, provided the water cement ratio
does not exceed 0.44 and a water reducer is used meeting the requirements
of 9-23.6.
5. 5.5-inches for all concrete placed in curbs, gutters, and sidewalks.
When a high range water reducer is used, the maximum slump listed in 1, 2, 3, and
5 above, may be increased an additional 2-inches.
2010 Standard Specifications M 41-10 Page 6-11
cONcRETE STRucTuRES 6-02
6-02.3(4)D Temperature and Time For Placement
Concrete temperatures shall remain between 55°F and 90°F while it is being placed.
Precast concrete that is heat cured per Section 6-02.3(25)D shall remain between 50°F
and 90°F while being placed. The batch of concrete shall be discharged at the project site
no more than 1½-hours after the cement is added to the concrete mixture. The time to
discharge may be extended to 1¾-hours if the temperature of the concrete being placed
is less than 75°F. With the approval of the Engineer and as long as the temperature of the
concrete being placed is below 75°F, the maximum time to discharge may be extended
to two-hours. When conditions are such that the concrete may experience an accelerated
initial set, the Engineer may require a shorter time to discharge. The time to discharge
may be extended upon written request from the Contractor. This time extension will be
considered on a case by case basis and requires the use of specific retardation admixtures
and the approval of the Engineer.
6-02.3(5) Acceptance of concrete
6-02.3(5)A General
Lean concrete and commercial concrete will be accepted based on a Certificate of
Compliance to be provided by the supplier as described in Section 6-02.3(5)B.
All other concrete will be accepted based on conformance to the requirement for
temperature, slump, air content for concrete placed above finished ground line, and the
specified compressive strength at 28-days for sublots as tested and determined by the
Contracting Agency.
A sublot is defined as the material represented by an individual strength test. An
individual strength test is the average compressive strength of cylinders from the same
sample of material.
Each sublot will be deemed to have met the specified compressive strength
requirement when both of the following conditions are met:
1. Individual strength tests do not fall below the specified strength by more than
12½-percent or 500-psi, whichever is least.
2. An individual strength test averaged with the 2 preceding individual strength
tests meets or exceeds specified strength (for the same class and exact mix I.D.
of concrete on the same Contract).
When compressive strengths fail to satisfy one or both of the above requirements,
the Contractor may:
1. Request acceptance based on the Contractor/Suppliers strength test data for
cylinders made from the same truckload of concrete as the Contracting Agency
cylinders; provided:
a. The Contractor’s test results are obtained from testing cylinders
fabricated, handled, and stored for 28-days in accordance with WSDOT
FOP for AASHTO T 23 and tested in accordance with AASHTO T 22.
The test cylinders shall be the same size cylinders as those cast by the
Contracting Agency.
b. The technician fabricating the cylinders is qualified by either ACI, Grade 1
or WAQTC to perform this Work.
c. The Laboratory performing the tests per AASHTO T 22 has an equipment
calibration/certification system, and a technician training and evaluation
process per AASHTO R-18.
d. Both the Contractor and Contracting Agency have at least 15 test
results from the same mix to compare. The Contractor’s results could
be used if the Contractor’s computed average of all their test results is
within 1 standard deviation of the Contracting Agency’s average test
Page 6-12 2010 Standard Specifications M 41-10
6-02 cONcRETE STRucTuRES
result. The computed standard deviation of the Contractor’s results
must also be within plus or minus 200-psi of the Contracting Agency’s
standard deviation.
2. Request acceptance of in-place concrete strength based on core results. This
method will not be used if the Engineer determines coring would be harmful
to the integrity of the Structure. Cores, if allowed, will be obtained by the
Contractor in accordance with AASHTO T 24 and delivered to the Contracting
Agency for testing in accordance with AASHTO T 22. If the concrete in the
Structure will be dry under service conditions, the core will be air dried at a
temperature of between 60°F and 80°F and at a relative humidity of less than
60-percent for 7-days before testing, and will be tested air dry.
Acceptance for each sublot by the core method requires that the average
compressive strength of 3 cores be at least 85-percent of the specified strength with
no 1 core less than 75-percent of the specified strength. When the Contractor requests
strength analysis by coring, the results obtained will be accepted by both parties as
conclusive and supersede all other strength data for the concrete sublot.
If the Contractor elects to core, cores shall be obtained no later than 50-days
after initial concrete placement. The Engineer will concur in the locations to be cored.
Repair of cored areas shall be the responsibility of the Contractor. The cost incurred
in coring and testing these cores, including repair of core locations, shall be borne by
the Contractor.
6-02.3(5)B Certification of Compliance
The concrete producer shall provide a Certificate of Compliance for each truckload
of concrete. The Certificate of Compliance shall verify that the delivered concrete is in
compliance with the mix design and shall include:
Manufacturer plant (batching facility)
Contracting Agency Contract number.
Date
Time batched
Truck No.
Initial revolution counter reading
Quantity (quantity batched this load)
Type of concrete by class and producer design mix number
Cement producer, type, and Mill Certification No. (The mill test number as
required by Section 9-01.3 is the basis for acceptance of cement.)
Fly ash (if used) brand and Type
Approved aggregate gradation designation
Mix design weight per cubic yard and actual batched weights for:
Cement
Fly ash (if used)
Coarse concrete aggregate and moisture content (each size)
Fine concrete aggregate and moisture content
Water (including free moisture in aggregates)
Admixtures brand and total quantity batched
Air-entraining admixture
Water reducing admixture
Other admixture
For concretes that use combined aggregate gradation, the Certificate of
Compliance shall include the aggregate components and moisture contents for each
size in lieu of the aggregate information described above.
2010 Standard Specifications M 41-10 Page 6-13
cONcRETE STRucTuRES 6-02
The Certificate of Compliance shall be signed by a responsible representative
of the concrete producer, affirming the accuracy of the information provided. In lieu
of providing a machine produced record containing all of the above information, the
concrete producer may use the Contracting Agency-provided printed forms, which shall
be completed for each load of concrete delivered to the project.
For commercial concrete, the Certificate of Compliance shall include, as a
minimum, the batching facility, date, and quantity batched per load.
6-02.3(5)c conformance to Mix Design
Cement, coarse and fine aggregate weights shall be within the following tolerances
of the mix design:
Batch Volumes less than or equal to 4-cubic yards
Cement +5%-1%
Aggregate +10%-2%
Batch Volumes more than 4-cubic yards
Cement +5%-1%
Aggregate +2%-2%
If the total cementitious material weight is made up of different components, these
component weights shall be within the following tolerances:
1. Portland cement weight plus 5-percent or minus 1-percent of that specified in
the mix design.
2. Fly ash and ground granulated blast furnace slag weight plus or minus
5-percent of that specified in the mix design.
3. Microsilica weight plus or minus 10-percent of that specified in the mix design.
Water shall not exceed the maximum water specified in the mix design.
6-02.3(5)D Test Methods
Acceptance testing will be performed by the Contracting Agency in accordance with
the WSDOT Materials Manual. The test methods to be used with this Specification are:
WSDOT FOP for AASHTO T 22 Compressive Strength of Cylindrical
Concrete Specimens
WSDOT FOP for AASHTO T 23 Making and Curing Concrete Test
Specimens in the Field
WSDOT FOP for AASHTO T 119 Slump of Hydraulic Cement Concrete
FOP for WAQTC TM 2 Sampling Freshly Mixed Concrete
WAQTC FOP for AASHTO T 152 Air Content of Freshly Mixed Concrete by
the Pressure Method
WSDOT FOP for AASHTO T 231 Capping Cylindrical Concrete Specimens
WSDOT FOP for AASHTO T 309 Temperature of Freshly Mixed Portland
Cement Concrete
6-02.3(5)E Point of Acceptance
Determination of concrete properties for acceptance will be made based on samples
taken as follows:
Bridge decks, overlays, and barriers at the discharge of the placement system.
All other placements at the truck discharge.
It shall be the Contractor’s responsibility to provide adequate and representative
samples of the fresh concrete to a location designated by the Engineer for the testing
of concrete properties and making of cylinder specimens. Samples shall be provided as
Page 6-14 2010 Standard Specifications M 41-10
6-02 cONcRETE STRucTuRES
directed in Sections 1-06.1 and 1-06.2. Once the Contractor has turned over the concrete
for acceptance testing, no more mix adjustment will be allowed. The concrete will either
be accepted or rejected.
6-02.3(5)F Water/cement Ratio conformance
The actual water cement ratio shall be determined from the certified proportions
of the mix, adjusting for on the job additions. No water may be added after acceptance
testing or after placement has begun, except for concrete used in slip forming. For
slip-formed concrete, water may be added during placement but shall not exceed the
maximum water cement ratio in the mix design, and shall meet the requirements for
consistency as described in Section 6-02.3(4)C. If water is added, an air and temperature
test shall be taken prior to resuming placement to ensure that Specification conformance
has been maintained.
6-02.3(5)G Sampling and Testing Frequency for Temperature, consistency, and
Air content
Concrete properties shall be determined from concrete as delivered to the project
and as accepted by the Contractor for placement. The Contracting Agency will test for
acceptance of concrete for slump, temperature, and air content, if applicable, as follows:
Sampling and testing will be performed before concrete placement from the first
truck load. Concrete shall not be placed until tests for slump, temperature, and entrained
air (if applicable) have been completed by the Engineer, and the results indicate that the
concrete is within acceptable limits. Except for the first load of concrete, up to ½-cubic
yard may be placed prior to testing for acceptance. Sampling and testing will continue for
each load until 2 successive loads meet all applicable acceptance test requirements. After
2 successive tests indicate that the concrete is within specified limits, the sampling and
testing frequency may decrease to 1 for every 5 truck loads. Loads to be sampled will be
selected in accordance with the random selection process as outlined in WAQTC FOP for
TM 2.
When the results for any subsequent acceptance test indicates that the concrete as
delivered and approved by the Contractor for placement does not conform to the specified
limits, the sampling and testing frequency will be resumed for each truck load. Whenever
2 successive subsequent tests indicate that the concrete is within the specified limits, the
random sampling and testing frequency of 1 for every 5 truck loads may resume.
Sampling and testing for a placement of one class of concrete consisting of 50-cubic
yards or less will be as listed above, except:
Sampling and testing will continue until 1 load meets all of the applicable
acceptance requirements, and
After 1 set of tests indicate that the concrete is within specified limits, the remaining
concrete to be placed may be accepted by visual inspection.
6-02.3(5)h Sampling and Testing for compressive Strength and Initial curing
Acceptance testing for compressive strength shall be conducted at the same
frequency as the acceptance tests for temperature, consistency, and air content.
The Contractor shall provide, and maintain cure boxes for curing concrete cylinders.
The Contractor shall also provide, maintain and operate all necessary power sources
and connections needed to operate the curing box. Concrete cylinders shall be cured in
a cure box in accordance with WSDOT FOP for AASHTO T 23. The cure boxes shall
maintain a temperature between 60°F and 80°F for concrete with specified strengths
less than 6000-psi and between 68°F and 78°F for concrete with specified strengths of
6000-psi and higher. A minimum/maximum thermometer shall be installed to measure
the internal temperature of the cure box. The thermometer shall be readable from outside
of the box and be capable of recording the high and low temperatures in a 24-hour
2010 Standard Specifications M 41-10 Page 6-15
cONcRETE STRucTuRES 6-02
period. The cure boxes shall create an environment that prevents moisture loss from the
concrete specimens. The top shall have a working lock and the interior shall be rustproof.
A moisture-proof seal shall be provided between the lid and the box. The cure box shall
be the appropriate size to accommodate the number of concrete acceptance cylinders
necessary or the Contractor shall provide additional cure boxes. Once concrete cylinders
are placed in the cure box, the cure box shall not be moved until the cylinders have been
cured in accordance with these Specifications. When concrete is placed at more than
1 location simultaneously, multiple cure boxes shall be provided.
The Contractor shall protect concrete cylinders in cure boxes from
excessive vibration and shock waves during the curing period in accordance with
Section 6-02.3(6)D.
6-02.3(5)I Vacant
6-02.3(5)J Vacant
6-02.3(5)k Rejecting concrete
Rejection Without Testing — The Engineer, prior to sampling, may reject any batch
or load of concrete that appears defective in composition; such as cement content or
aggregate proportions. Rejected material shall not be incorporated in the Structure.
6-02.3(5)l concrete With Non-conforming Strength
Concrete with cylinder compressive strengths (fc) that fail to meet acceptance level
requirements shall be evaluated for structural adequacy. If the material is found to be
adequate, payment shall be adjusted in accordance with the following formula:
Pay adjustment =
c'f
QUPfcc'f2
c'f
QUPcoresfc'f85.56.3
where f ′c = Specified minimum compressive strength at 28-days.
fc = Compressive strength at 28-days as determined by
AASHTO Test Methods.
UP = Unit Contract price per cubic yard for the class of
concrete involved.
Q = Quantity of concrete represented by an acceptance
test based on the required frequency of testing.
Concrete that fails to meet minimum acceptance levels using the coring method will
be evaluated for structural adequacy. If the material is found to be adequate, payment
shall be adjusted in accordance with the following formula:
Pay adjustment =
c'f
QUPfcc'f2
c'f
QUPcoresfc'f85.56.3
where f’c = Specified minimum compressive strength at 28-days.
f cores = Compressive strength of the cores as determined
by AASHTO T-22.
UP = Unit Contract price per cubic yard for the class of
concrete involved.
Q = Quantity of concrete represented by an acceptance
test based on the required frequency of testing.
Where these Specifications designate payment for the concrete on other than a per
cubic yard basis, the unit Contract price of concrete shall be taken as $300 per cubic yard
for concrete Class 4000, 5000, and 6000. For concrete Class 3000, the unit contract price
for Concrete shall be $160 per cubic yard.
Page 6-16 2010 Standard Specifications M 41-10
6-02 cONcRETE STRucTuRES
6-02.3(6) Placing concrete
The Contractor shall not place concrete:
1. On frozen or ice-coated ground or Subgrade;
2. Against or on ice-coated forms, reinforcing steel, structural steel, conduits,
precast members, or construction joints;
3. Under rainy conditions; placing of concrete shall be stopped before the quantity
of surface water is sufficient to affect or damage surface mortar quality or cause
a flow or wash the concrete surface;
4. In any foundation until the Engineer has approved its depth and character;
5. In any form until the Engineer has approved it and the placement of any
reinforcing in it; or
6. In any Work area when vibrations from nearby Work may harm the concrete’s
initial set or strength.
When a foundation excavation contains water, the Contractor shall pump it dry
before placing concrete. If this is impossible, an underwater concrete seal shall be placed
that complies with Section 6-02.3(6)B. This seal shall be thick enough to resist any uplift.
All foundations and forms shall be moistened with water just before the concrete is
placed. Any standing water on the foundation or in the form shall be removed.
The Contractor shall place concrete in the forms as soon as possible after mixing.
The concrete shall always be plastic and workable. For this reason, the Engineer may
reduce the time to discharge even further. Concrete placement shall be continuous, with
no interruption longer than 30-minutes between adjoining layers unless the Engineer
approves a longer time. Each layer shall be placed and consolidated before the preceding
layer takes initial set. After initial set, the forms shall not be jarred, and projecting ends of
reinforcing bars shall not be disturbed.
In girders or walls, concrete shall be placed in continuous, horizontal layers 1.5 to
2.5-feet deep. Compaction shall leave no line of separation between layers. In each part
of a form, the concrete shall be deposited as near its final position as possible.
Any method for placing and consolidating shall not segregate aggregates or displace
reinforcing steel. Any method shall leave a compact, dense, and impervious concrete with
smooth faces on exposed surfaces. Plastering is not permitted. Any section of defective
concrete shall be removed at the Contractor’s expense.
To prevent aggregates from separating, the length of any conveyor belt used to
transport concrete shall not exceed 300-feet. If the mix needs protection from sun or
rain, the Contractor shall cover the belt. When concrete pumps are used for placement, a
Contractor’s representative shall, prior to use on the first placement of each day, visually
inspect the pumps water chamber for water leakage. No pump shall be used that allows
free water to flow past the piston.
If a concrete pump is used as the placing system, the pump priming slurry shall
be discarded before placement. Initial acceptance testing may be delayed until the
pump priming slurry has been eliminated from the concrete being pumped. Eliminating
the priming slurry from the concrete may require that several cubic yards of concrete
are discharged through the pumping system and discarded. Use of a concrete pump
requires a reserve pump (or other backup equipment) at the site.
If the concrete will drop more than 5-feet, it shall be deposited through a sheet
metal (or other approved) conduit. If the form slopes, the concrete shall be lowered
through approved conduit to keep it from sliding down 1 side of the form. No aluminum
conduits or tremies shall be used to pump or place concrete.
Before placing concrete for roadway slabs on steel spans, the Contractor shall
release the falsework under the bridge and let the span swing free on its supports.
2010 Standard Specifications M 41-10 Page 6-17
cONcRETE STRucTuRES 6-02
Concrete in flat slab bridges shall be placed in 1 continuous operation for each span or
series of continuous spans.
Concrete for roadway slabs and the stems of T-beams or box-girders shall be placed
in separate operations if the stem of the beam or girder is more than 3-feet deep. First the
beam or girder stem shall be filled to the bottom of the slab fillets. Roadway slab concrete
shall not be placed until enough time has passed to permit the earlier concrete to shrink
(at least 12-hours). If stem depth is 3-feet or less, the Contractor may place concrete in
1 continuous operation if the Engineer approves.
Between expansion or construction joints, concrete in beams, girders, roadway
slabs, piers, columns, walls, and traffic and pedestrian barriers, etc., shall be placed in a
continuous operation.
No traffic or pedestrian barrier shall be placed until after the roadway slabs are
complete for the entire Structure. No concrete barriers shall be placed until the falsework
has been released and the span supports itself. The Contractor may choose not to release
the deck overhang falsework prior to the barrier placement. The Contractor shall submit
calculations to the Engineer indicating the loads induced into the girder webs due to
the barrier weight and any live load placed on the Structure do not exceed the design
capacity of the girder component. This analysis is not required for bridges with concrete
Superstructures. No barrier, curb, or sidewalk shall be placed on steel or prestressed
concrete girder bridges until the roadway slab reaches a compressive strength of at least
3,000-psi.
The Contractor may construct traffic and pedestrian barriers by the slipform method.
However, the barrier may not deviate more than ¼-inch when measured by a 10-foot
straightedge held longitudinally on the front face, back face, and top surface. Electrical
conduit within the barrier shall be constructed in accordance with the requirements of
Section 8-20.3(5).
When placing concrete in arch rings, the Contractor shall ensure that the load on the
falsework remains symmetrical and uniform.
Unless the Engineer approves otherwise, arch ribs in open spandrel arches shall be
placed in sections. Small key sections between large sections shall be filled after the large
sections have shrunk.
6-02.3(6)A Weather and Temperature limits to Protect concrete
Hot Weather Protection
The Contractor shall provide concrete within the specified temperature limits by:
1. Shading or cooling aggregate piles (sprinkling of fine aggregate piles with
water is not allowed). If sprinkling of the coarse aggregates is to be used, the
piles moisture content shall be monitored and the mixing water adjusted for the
free water in the aggregate. In addition, when removing the coarse aggregate,
it shall be removed from at least 1-foot above the bottom of the pile.
2. Refrigerating mixing water; or replacing all or part of the mixing water with
crushed ice, provided the ice is completely melted by placing time.
If the concrete would probably exceed 90°F using normal methods, the
Engineer may require approved temperature-reduction measures be taken before the
placement begins.
If air temperature exceeds 90°F, the Contractor shall use water spray or other
approved methods to cool all concrete-contact surfaces to less than 90°F. These surfaces
include forms, reinforcing steel, steel beam flanges, and any others that touch the mix.
The Contractor shall reduce the time between mixing and placing to a minimum and shall
not permit mixer trucks to remain in the sun while waiting to discharge concrete. Chutes,
conveyors, and pump lines shall be shaded.
Page 6-18 2010 Standard Specifications M 41-10
6-02 cONcRETE STRucTuRES
If bridge roadway slabs are placed while air temperature exceeds 90°F, the
Contractor shall:
1. Cover the top layer of reinforcing steel with clean, wet burlap immediately
before concrete placement;
2. Sprinkle cool water on the forms and reinforcing steel just before the placement
if the Engineer requires it;
3. Finish the concrete slab without delay; and
4. Provide at the site water-fogging equipment to be used if needed after finishing
to prevent plastic cracks.
If the evaporation rate at the concreting site is 0.10-pounds per square foot of surface
per hour or more (determined from Table 6-02.3(6)), the Contractor shall surround the
fresh concrete with an enclosure. This enclosure will protect the concrete from wind
blowing across its surface until the curing compound is applied. If casting deck concrete
that is 80°F or hotter, the Contractor shall install approved equipment at the site to show
relative humidity and wind velocity.
cold Weather Protection
This Specification applies when the weather forecast predicts air temperatures below
35°F at any time during the 7-days following concrete placement. The weather forecast
is based on predictions from the Western Region Headquarters of the National Weather
Service. This forecast can be found at http://www.wrh.noaa.gov/.
To achieve adequate curing, the temperature of the concrete shall be maintained
above 50°F during the entire curing period or 7-days, whichever is greater. The concrete
temperature shall not be allowed to fall below 35°F during this time. Prior to placing
concrete in cold weather, the Contractor shall provide a written procedure for cold
weather concreting to the Engineer. The procedure shall detail how the Contractor will
adequately cure the concrete and prevent the concrete temperature from falling below
35°F. Extra protection shall be provided for areas especially vulnerable to freezing
(such as exposed top surfaces, corners and edges, thin sections, and concrete placed into
steel forms). Concrete placement will only be allowed if the Contractor’s cold weather
protection plan has been approved by the Engineer.
The Contractor shall not mix nor place concrete while the air temperature is
below 35°F, unless the water or aggregates (or both) are heated to at least 70°F. The
aggregate shall not exceed 150°F. If the water is heated to more than 150°F, it shall be
mixed with the aggregates before the cement is added. Any equipment and methods
shall heat the materials evenly. Concrete placed in shafts and piles is exempt from such
preheating requirements.
The Contractor may warm stockpiled aggregates with dry heat or steam, but not
by applying flame directly or under sheet metal. If the aggregates are in bins, steam or
water coils or other heating methods may be used if aggregate quality is not affected.
Live steam heating is not permitted on or through aggregates in bins. If using dry heat,
the Contractor shall increase mixing time enough to permit the super-dry aggregates to
absorb moisture.
The Contractor shall provide and maintain a maturity meter sensor, continuously
recording time and temperature during the curing period, in the concrete at a location
specified by the Engineer for each concrete placement. The Contractor shall also provide
recording thermometers or other approved devices to monitor the surface temperature
of the concrete. During curing, data from the maturity meter and recording thermometer
shall be readily available to the Engineer. The Contractor shall record time and
temperature data on hourly intervals. Data shall be provided to the Engineer upon request.
2010 Standard Specifications M 41-10 Page 6-19
cONcRETE STRucTuRES 6-02
Starting immediately after placement, the concrete temperatures measured by
the maturity meter and recording thermometer shall be maintained at or above 50°F
and the relative humidity shall be maintained above 80-percent. These conditions
shall be maintained for a minimum of 7-days or for the cure period required by Section
6-02.3(11), whichever is longer. During this time, if the temperature falls below 50°F
on the maturity meter or recording thermometer, no curing time is awarded for that day.
Should the Contractor fail to adequately protect the concrete and the temperature of the
concrete falls below 35°F during curing, the Engineer may reject it.
The Contractor is solely responsible for protecting concrete from inclement weather
during the entire curing period. Permission given by the Engineer to place concrete
during cold weather will in no way ensure acceptance of the Work by the Contracting
Agency. Should the concrete placed under such conditions prove unsatisfactory in any
way, the Engineer shall still have the right to reject the Work although the plan and the
Work were carried out with the Engineer’s permission.
Page 6-20 2010 Standard Specifications M 41-10
6-02 cONcRETE STRucTuRES
Surface Evaporation from concrete
Table 6-02.3(6)
2008 Standard Specifications M 41-10 Page 6-21
CONCRETE STRUCTURES 6-02
Surface Evaporation from Concrete
Table 6-02.3(6)
2010 Standard Specifications M 41-10 Page 6-21
cONcRETE STRucTuRES 6-02
6-02.3(6)B Placing concrete in Foundation Seals
If the Plans require a concrete seal, the Contractor shall place the concrete
underwater inside a watertight cofferdam, tube, or caisson. Seal concrete shall be placed
in a compact mass in still water. It shall remain undisturbed and in still water until fully
set. While seal concrete is being deposited, the water elevation inside and outside the
cofferdam shall remain equal to prevent any flow through the seal in either direction. The
cofferdam shall be vented at the vent elevation shown in the Plans. The thickness of the
seal is based upon this vent elevation.
The seal shall be at least 18-inches thick unless the Plans show otherwise. The
Engineer may change the seal thickness during construction which may require redesign
of the footing and the pier shaft or column. Although seal thickness changes may result in
the use of more or less concrete, reinforcing steel, and excavation, payment will remain
as originally defined in unit Contract prices.
To place seal concrete underwater, the Contractor shall use a concrete pump or
tremie. The tremie shall have a hopper at the top that empties into a watertight tube at
least 10-inches in diameter. The discharge end of the tube on the tremie or concrete pump
shall include a device to seal out water while the tube is first filled with concrete. Tube
supports shall permit the discharge end to move freely across the entire Work area and to
drop rapidly to slow or stop the flow. One tremie may be used to concrete an area up to
18-feet per side. Each additional area of this size requires 1 additional tremie.
Throughout the underwater concrete placement operation, the discharge end of the
tube shall remain submerged in the concrete and the tube shall always contain enough
concrete to prevent water from entering. The concrete placement shall be continuous
until the Work is completed, resulting in a seamless, uniform seal. If the concreting
operation is interrupted, the Engineer may require the Contractor to prove by core
drilling or other tests that the seal contains no voids or horizontal joints. If testing reveals
voids or joints, the Contractor shall repair them or replace the seal at no expense to the
Contracting Agency.
Concrete Class 4000W shall be used for seals, and it shall meet the consistency
requirements of Section 6-02.3(4)C.
6-02.3(6)c Dewatering concrete Seals and Foundations
After a concrete seal is constructed, the Contractor shall pump the water out of the
cofferdam and place the rest of the concrete in the dry. This pumping shall not begin until
the seal has set enough to withstand the hydrostatic pressure (3-days for gravity seals and
10-days for seals containing piling or shafts). The Engineer may extend these waiting
periods to ensure structural safety or to meet a condition of the operating permit.
If weighted cribs are used to resist hydrostatic pressure at the bottom of the seal, the
Contractor shall anchor them to the foundation seal. Any method used (such as dowels or
keys) shall transfer the entire weight of the crib to the seal.
No pumping shall be done during or for 24-hours after concrete placement unless
done from a suitable sump separated from the concrete Work by a watertight wall.
Pumping shall be done in a way that rules out any chance of concrete being carried away.
6-02.3(6)D Protection Against Vibration
Freshly placed concrete shall not be subjected to excessive vibration and shock
waves during the curing period until it has reached a 2000-psi minimum compressive
strength for concrete Class 4000 and lower strength classes of concrete. For higher
strength classes of concrete, the minimum compressive strength for ending the vibration
restriction shall be the concrete Class designation (specified in psi) divided by 2.
Page 6-22 2010 Standard Specifications M 41-10
6-02 cONcRETE STRucTuRES
After the first 5-hours from the time the concrete has been placed and consolidated,
the Contractor shall keep all vibration producing operations at a safe horizontal distance
from the freshly placed concrete by following either the prescriptive safe distance method
or the monitoring safe distance method. These requirements for the protection of freshly
placed concrete against vibration shall not apply for plant cast concrete, nor shall they
apply to the vibrations caused by the traveling public.
Prescriptive Safe Distance Method
After the concrete has been placed and consolidated, the Contractor shall keep
all vibration producing operations at a safe horizontal distance from the freshly placed
concrete as follows:
MINIMUM COMPRESSIVE
STRENGTH, f ’c
SAFE HORIZONTAL DISTANCE (1)
EQUIPMENT CLASS L (2) EQUIPMENT CLASS H (3)
< 1000-psi 75-feet 125-feet
1000-psi to < 1400-psi 30-feet 50-feet
1400-psi to 2000-psi 15-feet 25-feet
(1) The safe horizontal distance shall be reduced to 10-feet for small rubber tire
construction equipment like backhoes under 50,000-pounds, concrete placing
equipment, and legal Highway vehicles if such equipment travels at speeds of:
• ≤ 5-mph on relatively smooth Roadway surfaces or
• ≤ 3-mph on rough Roadway surfaces (i.e. with potholes)
(2) Equipment Class L (Low Vibration) shall include tracked dozers under
85,000-pounds, track vehicles, trucks (unless excluded above), hand-operated
jack hammers, cranes, auger drill rig, caisson drilling, vibratory roller
compactors under 30,000-pounds, and grab-hammers.
(3) Equipment Class H (High Vibration) shall include pile drivers, vibratory
hammers, machine-operated impact tools, pavement breakers, and other large
pieces of equipment.
After the concrete has reached a minimum compressive strength specified above, the
safe horizontal distance restrictions would no longer apply.
Monitoring Safe Distance Method
The Contractor may monitor the vibration producing operations in order to decrease
the safe horizontal distance requirements of the prescriptive safe distance method. If this
method is chosen, all construction operations that produce vibration or shock waves in the
vicinity of freshly placed concrete shall be monitored by the Contractor with monitoring
equipment sensitive enough to detect a minimum peak particle velocity (PPV) of 0.10-
inches per second. Monitoring devices shall be placed on or adjacent to the freshly placed
concrete when the measurements are taken. During the time subsequent to the concrete
placement, the Contractor shall cease all vibration or shock producing operations in the
vicinity of the newly placed concrete when the monitoring equipment detects excessive
vibration and shock waves defined as exceeding the following PPV’s:
MINIMUM COMPRESSIVE
STRENGTH, f ’c MAXIMUM PPV
< 1000-psi 0.10-in/sec
1000-psi to < 1400-psi 1.0-in/sec
1400-psi to 2000-psi 2.0-in/sec
After the concrete has reached a minimum compressive strength specified above, the
safe horizontal distance restrictions would no longer apply.
2010 Standard Specifications M 41-10 Page 6-23
cONcRETE STRucTuRES 6-02
6-02.3(7) concrete Exposed to Sea Water
If sea water will contact a completed concrete Structure, the Contractor shall:
1. Mix the concrete for at least 2-minutes.
2. Control water content to produce concrete that will be as impermeable
as possible.
3. Compact the concrete as the Engineer may require, avoiding the formation of
any stone pockets.
4. Place only clean, rust-free reinforcement bars in the concrete.
5. Coat form surfaces heavily with shellac and any approved form release agent.
6. Leave forms intact for at least 30-days after concrete placement (longer if the
Engineer requires) to prevent sea water from contacting the concrete.
7. Leave the surface of concrete just as it comes from the forms.
8. Provide special handling for any concrete piles used in sea water to avoid even
slight deformation cracks.
The Engineer shall decide the range of disintegration possible by exposure to sea
water. This range shall extend from a point below the level of extreme low tide up to a
point above the level of extreme high tide. Wave action and other conditions will also
affect the Engineer’s decision on this range. Unless the Engineer approves otherwise, the
Contractor shall not locate construction joints within this range. All concrete within this
range shall be poured in the dry.
6-02.3(8) concrete Exposed to Alkaline Soils or Water
The requirements for concrete in seawater shall also apply to concrete in alkaline
soils or water. In addition, the Contractor shall:
1. Let the concrete set at least 30-days (longer if possible) before allowing soil or
water to contact it directly;
2. Vibrate each batch of concrete immediately after it has been placed into the
forms, using enough vibrating tampers to do this effectively; and
3. Hand tamp, if necessary, to produce smooth, dense outside surfaces.
6-02.3(9) Vibration of concrete
The Contractor shall supply enough vibrators to consolidate the concrete (except that
placed underwater) according to the requirements of this section. Each vibrator must:
1. Be designed to operate while submerged in the concrete,
2. Vibrate at a rate of at least 7,000-pulses per minute, and
3. Receive the Engineer’s approval on its type and method of use.
Immediately after concrete is placed, vibration shall be applied in the fresh batch at
the point of deposit. In doing so, the Contractor shall:
1. Space the vibrators evenly, no farther apart than twice the radius of the visible
effects of the vibration;
2. Ensure that vibration intensity is great enough to visibly affect a weight of
1-inch slump concrete across a radius of at least 18-inches;
3. Insert the vibrators slowly to a depth that will effectively vibrate the full depth
of each layer, penetrating into the previous layer on multilayer pours;
4. Protect partially hardened concrete (i.e., nonplastic, which prevents vibrator
penetration when only its own weight is applied) by preventing the vibrator
from penetrating it or making direct contact with steel that extends into it;
5. Not allow vibration to continue in one place long enough to form pools of
grout;
Page 6-24 2010 Standard Specifications M 41-10
6-02 cONcRETE STRucTuRES
6. Continue vibration long enough to consolidate the concrete thoroughly, but not
so long as to segregate it;
7. Withdraw the vibrators slowly when the process is complete; and
8. Not use vibrators to move concrete from one point to another in the forms.
When vibrating and finishing top surfaces that will be exposed to weather or wear,
the Contractor shall not draw water or laitance to the surface. In high lifts, the top layer
shall be shallow and made up of a concrete mix as stiff as can be effectively vibrated and
finished.
To produce a smooth, dense finish on outside surfaces, the Contractor shall hand
tamp the concrete.
6-02.3(10) Bridge Decks and Bridge Approach Slabs
6-02.3(10)A Preconstruction Meeting
A pre-concreting conference shall be held 5 to 10-working days before placing
concrete to discuss construction procedures, personnel, and equipment to be used. Those
attending shall include:
1. (Representing the Contractor) The superintendent and all foremen in charge of
placing the concrete, finishing it; and
2. (Representing the State) The Project Engineer, key inspection assistants, and
the State Construction Office.
If the project includes more than one deck or slab, and if the Contractor’s key
personnel change between concreting operations, or at request of the Engineer, an
additional conference shall be held just before each deck or slab is placed.
The Contractor shall not place bridge decks until the Engineer agrees that:
1. Concrete producing and placement rates will be high enough to meet placing
and finishing deadlines;
2. Finishers with enough experience have been employed;
3. Adequate finishing tools and equipment are at the site, and
4. Curing procedures consistent with the Specification requirements are employed.
6-02.3(10)B Screed Rail Supports
The Contractor shall place screed rails outside the finishing area. When screed rails
cannot be placed outside the finishing area as determined by the Engineer, they shall
rest on adjustable supports that can be removed with the least possible disturbance to
the screeded concrete. The supports shall rest on structural members or on forms rigid
enough to resist deflection. Supports shall be removable to at least 2-inches below the
finished surface. For staged constructed bridge decks, the finishing machine screed rails
shall not be supported on the completed portion of deck and shall deflect with the portion
of structure under construction.
Screed rails (with their supports) shall be strong enough and stiff enough to permit
the finishing machine to operate effectively on them. All screed rails shall be placed and
secured for the full length of the deck/slab before the concreting begins. If the Engineer
approves in advance, the Contractor may move rails ahead onto previously set supports
while concreting progresses. However, such movable rails and their supports shall not
change the set elevation of the screed.
On steel truss and girder spans, screed rails and bulkheads may be placed directly on
transverse steel floorbeams, with the strike-board moving at right angles to the centerline
of the Roadway.
2010 Standard Specifications M 41-10 Page 6-25
cONcRETE STRucTuRES 6-02
6-02.3(10)c Finishing Equipment
The finishing machine shall be self-propelled and be capable of forward and reverse
movement under positive control. The finishing machine shall be equipped with a rotating
cylindrical single or double drum screed not exceeding 60-inches in length. The finishing
machine shall have the necessary adjustments to produce the required cross section, line,
and grade. Provisions shall be made for the raising and lowering of all screeds under
positive control. The upper vertical limit of screed travel shall permit the screed to clear
the finished concrete surface.
For bridge deck widening of 20-feet or less, and for bridge approach slabs, or
where jobsite conditions do not allow the use of the conventional configuration finishing
machines described above, the Contractor may propose the use of a hand-operated
motorized power screed such as a “Texas” or “Bunyan” screed. This screed shall be
capable of finishing the bridge deck and bridge approach slab to the same standards as the
finishing machine. The Contractor shall not begin placing bridge deck or bridge approach
slab concrete until receiving the Engineer’s approval of this screed and the placing
procedures.
On bridge decks, the Contractor may use hand-operated strike-boards only when
the Engineer approves for special conditions where self-propelled or motorized hand-
operated screeds cannot be employed. These boards shall be sturdy and able to strike off
the full placement width without intermediate supports. Strike-boards, screed rails, and
any specially made auxiliary equipment shall receive the Engineer’s approval before
use. All finishing requirements in these Specifications apply to hand-operated finishing
equipment.
6-02.3(10)D concrete Placement, Finishing, and Texturing
Before any concrete is placed, the finishing machine shall be operated over the entire
length of the deck/slab to check screed deflection. Concrete placement may begin only if
the Engineer approves after this test.
Immediately before placing concrete, the Contractor shall check (and adjust if
necessary) all falsework and wedges to minimize settlement and deflection from the
added mass of the concrete deck/slab. The Contractor shall also install devices, such as
telltales, by which the Engineer can readily measure settlement and deflection.
The Contractor shall schedule the concrete placement so that it can be completely
finished during daylight. After dark, finishing is permitted if the Engineer approves and if
the Contractor provides adequate lighting.
The placement operation shall cover the full width of the Roadway or the full width
between construction joints. The Contractor shall locate any construction joint over a
beam or web that can support the deck/slab on either side of the joint. The joint shall not
occur over a pier unless the Plans permit. Each joint shall be formed vertically and in
true alignment. The Contractor shall not release falsework or wedges supporting pours on
either side of a joint until each side has aged as these Specifications require.
Placement of concrete for bridge decks and bridge approach slabs shall comply
with Section 6-02.3(6).The Engineer shall approve the placement method. In placing the
concrete, the Contractor shall:
1. Place it (without segregation) against concrete placed earlier, as near as
possible to its final position, approximately to grade, and in shallow, closely
spaced piles;
2. Consolidate it around reinforcing steel by using vibrators before strike-off by
the finishing machine;
3. Not use vibrators to move concrete;
Page 6-26 2010 Standard Specifications M 41-10
6-02 cONcRETE STRucTuRES
4. Not revibrate any concrete surface areas where workers have stopped prior to
screeding;
5. Remove any concrete splashed onto reinforcing steel in adjacent segments
before concreting them;
6. Tamp and strike off the concrete with a template or strike-board moving slowly
forward at an even speed;
7. Maintain a slight excess of concrete in front of the cutting edge across the
entire width of the placement operation;
8. Make enough passes with the strike-board (without overfinishing and bringing
excessive amounts of mortar to the surface) to create a surface that is true and
ready for final finish; and
9. Leave a thin, even film of mortar on the concrete surface after the last pass of
the strike-board.
Workers shall complete all postscreeding operations without walking on the
concrete. This may require work bridges spanning the full width of the slab.
After removing the screed supports, the Contractor shall fill the voids with concrete
(not mortar).
If necessary, as determined by the Engineer, the Contractor shall float the surface left
by the finishing machine to remove roughness, minor irregularities, and seal the surface
of the concrete. Floating shall leave a smooth and even surface. Float finishing shall
be kept to a minimum number of passes so air bubbles in the concrete are not released.
The floats shall be at least 4-feet long. Each transverse pass of the float shall overlap the
previous pass by at least half the length of the float. The first floating shall be at right
angles to the strike-off. The second floating shall be at right angles to the centerline of the
span. A smooth riding surface shall be maintained across construction joints.
Expansion joints shall be finished with a ½-inch-radius edger.
After floating, but while the concrete remains plastic, the Contractor shall test the
entire deck/slab for flatness (allowing for crown, camber, and vertical curvature). The
testing shall be done with a 10-foot straightedge held on the surface. The straightedge
shall be advanced in successive positions parallel to the centerline, moving not more than
½ the length of the straightedge each time it advances. This procedure shall be repeated
with the straightedge held perpendicular to the centerline. An acceptable surface shall be
one free from deviations of more than ⅛-inch under the 10-foot straightedge.
If the test reveals depressions, the Contractor shall fill them with freshly mixed
concrete, strike off, consolidate, and refinish them. High areas shall be cut down and
refinished. Retesting and refinishing shall continue until an acceptable, deviation-free
surface is produced. The hardened concrete shall meet all smoothness requirements of
these Specifications even though the tests require corrective Work.
The Contractor shall texture the bridge deck and bridge approach slab by combing
the final surface perpendicular to the centerline. Made of a single row of metal tines, the
comb shall leave striations in the fresh concrete approximately 3/16-inch deep by ⅛-inch
wide and spaced approximately ½-inch apart. The Engineer will decide actual depths at
the site. (If the comb has not been approved, the Contractor shall obtain the Engineer’s
approval by demonstrating it on a test section.)
The Contractor may operate the combs manually or mechanically, either singly or
with several placed end to end. The timing and method used shall produce the required
texture without displacing larger particles of aggregate. Texturing shall end 2-feet from
curb lines. This 2-foot untextured strip shall be hand-finished with a steel trowel.
If the Plans call for an overlay (to be constructed under the same Contract), such
as hot mix asphalt, latex modified concrete, epoxy concrete, or similar, the Contractor
2010 Standard Specifications M 41-10 Page 6-27
cONcRETE STRucTuRES 6-02
shall produce the final finish by dragging a strip of damp, seamless burlap lengthwise
over the full width of the deck/slab or by brooming it lightly. A burlap drag shall equal
the deck/slab in width. Approximately 3-feet of the drag shall contact the surface, with
the least possible bow in its leading edge. It shall be kept wet and free of hardened lumps
of concrete. When it fails to produce the required finish, the Contractor shall replace it.
When not in use, it shall be lifted clear of the slab.
After the deck/slab has cured, the surface shall not vary more than ⅛-inch under a
10-foot straightedge placed parallel and perpendicular to the centerline.
The Contractor shall cut high spots down with a diamond-faced, saw-type cutting
machine. This machine shall cut through mortar and aggregate without breaking or
dislodging the aggregate or causing spalls.
Low spots shall be built up utilizing a grout or concrete with a strength equal to or
greater than the required 28-day strength of the deck/slab. The method of build-up shall
be submitted to the Engineer for approval.
The surface texture on any area cut down or built up shall match closely that of the
surrounding bridge deck or bridge approach slab area. The entire bridge deck and bridge
approach slab shall provide a smooth riding surface.
6-02.3(10)E Sidewalk
Concrete for sidewalk shall be well compacted, struck off with a strike-board, and
floated with a wooden float to achieve a surface that does not vary more than ⅛-inch
under a 10-foot straightedge. An edging tool shall be used to finish all sidewalk edges and
expansion joints. The final surface shall have a granular texture that will not turn slick
when wet.
6-02.3(10)F Bridge Approach Slab Orientation and Anchors
Bridge approach slabs shall be constructed full bridge deck width from outside
usable Shoulder to outside usable Shoulder at an elevation to match the Structure. The
bridge approach slabs shall be modified as shown in the Plans to accommodate the grate
inlets at the bridge ends if the grate inlets are required.
Bridge approach slab anchors shall be installed as detailed in the Plans, and the
anchor rods, couplers, and nuts shall conform to Section 9-06.5(1). The steel plates shall
conform to ASTM A 36. All metal parts shall receive one coat of paint conforming to
Section 9-08.1(2)F. The pipe shall be any nonperforated PE or PVC pipe of the diameter
specified in the Plans. Polystyrene shall conform to Section 9-04.6. The anchors shall be
installed parallel both to profile grade and centerline of Roadway. The Contractor shall
secure the anchors to ensure that they will not be misaligned during concrete placement.
For Method B anchor installations, the epoxy bonding agent used to install the anchors
shall be Type IV conforming to Section 9-26.1. The compression seal shall be as noted
in the Contract documents. Dowel bars shall be installed in the bridge approach slabs in
accordance with the requirements of the Standard Plans and Section 5-05.3(10).
After curing bridge approach slabs in accordance with Section 6-02.3(11), the
bridge approach slabs may be opened to traffic when a minimum compressive strength
of 2,500-psi is achieved.
6-02.3(11) curing concrete
After placement, concrete surfaces shall be cured as follows:
1. Bridge roadway slabs (except those made of concrete Class 4000D), flat slab
bridge Superstructures, bridge sidewalks, roofs of cut and cover tunnels —
curing compound covered by white, reflective type sheeting or continuous wet
curing. Curing by either method shall be for at least 10-days.
Page 6-28 2010 Standard Specifications M 41-10
6-02 cONcRETE STRucTuRES
2. Class 4000D concrete (regardless of Structure type) — 2 coats of curing
compound and continuous wet cure using heavy quilted blankets or burlap for
14-days.
3. Bridge approach slabs (Class 4000A concrete) – 2 coats of curing compound
and continuous wet cure using heavy quilted blankets or burlap for 10-days.
4. All other concrete surfaces (except traffic barriers and rail bases) — continuous
moisture for at least 3-days. When continuous moisture or wet curing is
required, the Contractor shall keep the concrete surfaces wet with water
during curing.
The Contractor may provide continuous moisture by watering a covering of heavy
quilted blankets, by keeping concrete surfaces wet with water continuously and covering
with a white reflective type sheeting, or by wetting the outside surfaces of wood forms.
Runoff water shall be collected and disposed of in accordance with all applicable
regulations. In no case shall runoff water be allowed to enter any lakes, streams, or other
surface waters.
When curing Class 4000D and 4000A, 2 coats of curing compound that complies
with Section 9-23.2 shall be applied immediately (not to exceed 15 min.) after tining
any portion of the bridge deck or bridge approach slab. The surface shall be covered
with presoaked heavy quilted blankets or burlap as soon as the concrete has set enough
to allow covering without damaging the finish. Soaker hoses are required and shall be
placed on top of burlap or blankets and shall be charged with water frequently to keep the
entire deck covering wet during the course of curing.
For all other concrete requiring curing compound, the Contractor shall apply 2 coats
(that complies with Section 9-23.2) to the fresh concrete. The compound shall be applied
immediately after finishing. Application of the second coat shall run at right angles to that
of the first. The 2 coats shall total at least 1-gallon per 150-square feet and shall obscure
the original color of the concrete. If any curing compound spills on construction joints or
reinforcing steel, the Contractor shall clean it off before the next concrete placement.
If the Plans call for an asphalt overlay, the Contractor shall use the clear curing
compound (Type 1D), applying at least 1-gallon per 150-square feet to the concrete
surface. Otherwise, the Contractor shall use white pigmented curing compound (Type 2),
agitating it thoroughly just before and during application. If other materials are to be
bonded to the surface, the Contractor shall remove the curing compound by sandblasting
or acceptable high pressure water washing.
The Contractor shall have on the site, back-up spray equipment, enough workers,
and a bridge from which they will apply the curing compound. The Engineer may require
the Contractor to demonstrate (at least 1-day before the scheduled concrete placement)
that the crew and equipment can apply the compound acceptably.
The Contractor shall cover the top surfaces with white, reflective sheeting, leaving it
in place for at least 10-days. Throughout this period, the sheeting shall be kept in place by
taping or weighting the edges where they overlap.
The unit Contract prices shall cover all concrete curing costs.
6-02.3(11)A Curing and Finishing Concrete Traffic and Pedestrian Barrier
The Contractor shall supply enough water and workers to cure and finish concrete
barrier as required in this section. Unit contract prices shall cover all curing and
finishing costs.
Fixed-Form Barrier
The edge chamfers shall be formed by attaching chamfer strips to the barrier forms.
After troweling and edging a barrier (while the forms remain in place),
the Contractor shall:
2010 Standard Specifications M 41-10 Page 6-29
cONcRETE STRucTuRES 6-02
1. Brush the top surface with a fine bristle brush;
2. Cover the top surface with heavy, quilted blankets; and
3. Spray water on the blankets and forms at intervals short enough to keep them
thoroughly wet for 3-days.
After removing the forms, the Contractor shall:
1. Remove all lips and edgings with sharp tools or chisels;
2. Fill all holes with mortar conforming to Section 9-20.4(2);
3. True up corners of openings;
4. Remove concrete projecting beyond the true surface by stoning or grinding;
5. Cover the barrier with heavy, quilted blankets (not burlap);
6. Keep the blankets continuously wet for at least 7-days.
The Contractor may do the finishing Work described in steps 1 through 4 above
during the second (the 7-day) curing period if the entire barrier is kept covered except the
immediate Work area. Otherwise, no finishing Work may be done until at least 10-days
after pouring.
After the 10-day curing period, the Contractor shall remove from the barrier all
form-release agent, mud, dust, and other foreign substances in either of 2 ways: (1) by
light sandblasting and washing with water, or (2) by spraying with a high-pressure
water jet. The water jet equipment shall use clean fresh water and shall produce (at
the nozzle) at least 1,500-psi with a discharge of at least 3-gpm. The water jet nozzle
shall have a 25-degree tip and shall be held no more than 9-inches from the surface
being washed.
After cleaning, the Contractor shall use brushes to rub mortar conforming to Section
9-20.4(2) at a ratio of 1:1 cement/aggregate ratio into air holes and small crevices on all
surfaces except the brushed top. As soon as the mortar takes its initial set, the Contractor
shall rub it off with a piece of sacking or carpet. The barrier shall then be covered with
wet blankets for at least 48-hours.
No curing compound shall be used on fixed-form concrete barrier. The completed
surface of the concrete shall be even in color and texture.
Slip-Form Barrier
The edge radius shall be formed by attaching radius strips to the barrier slip form.
The Contractor shall finish slip-form barrier by: (1) steel troweling to close all
surface pockmarks and holes; and (2) for plain surface barrier, lightly brushing the front
and back face with vertical strokes and the top surface with transverse strokes.
After finishing, the Contractor shall cure the slip-form barrier by using either method
A (curing compound) or B (wet blankets) described below.
Method A. Under the curing compound method, the Contractor shall:
1. Spray 2 coats of clear curing compound (Type 1D) on the concrete surface after
the free water has disappeared. (Coverage of combined coats shall equal at least
1-gallon per 150-square feet.)
2. No later than the morning after applying the curing compound, cover the barrier
with white, reflective sheeting for at least ten-days.
3. After the 10-day curing period, remove the curing compound as necessary by
light sandblasting or by spraying with a high-pressure water jet to produce
an even surface appearance. The water jet equipment shall use clean fresh
water and shall produce (at the nozzle) at least 2,500-psi with a discharge of at
least 4 gpm. The water jet nozzle shall have a 25-degree tip and shall be held
no more than 9-inches from the surface being cleaned. The Contractor may
propose to use a curing compound/concrete sealer. The Engineer will evaluate
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6-02 cONcRETE STRucTuRES
the proposal and if found acceptable, shall approve the proposal in writing.
As a minimum, the Contractor’s proposal shall include:
Product identity
Manufacturer’s recommended application rate
Method of application and necessary equipment
Material Safety Data Sheet (MSDS)
Sample of the material for testing
Allow 14-working days for evaluating the proposal and testing the material.
Method B. Under the wet cure method, the Contractor shall:
1. Provide an initial cure period by continuous fogging or mist spraying for at
least the first 24-hours.
2. After the initial cure period, cover the barrier with a heavy quilted blanket.
3. Keep the blankets continuously wet for at least 10-days. (No additional
finishing is required at the end of the curing period.)
6-02.3(12) construction Joints
6-02.3(12)A construction Joints in New construction
If the Engineer approves, the Contractor may add, delete, or relocate construction
joints shown in the Plans. Any request for such changes shall be in writing, accompanied
by a drawing that depicts them. The Contractor will bear any added costs that result from
such changes.
All construction joints shall be formed neatly with grade strips or other approved
methods. The Contracting Agency will not accept irregular or wavy pour lines. All joints
shall be horizontal, vertical, or perpendicular to the main reinforcement. The Contractor
shall not use an edger on any construction joint, and shall remove any lip or edging
before making the adjacent pour.
If the Plans require a roughened surface on the joint, the Contractor shall strike it off
to leave grooves at right angles to the length of the member. The grooves shall be ½-inch
to 1-inch wide, ¼-inch to ½-inch deep, and spaced equally at twice the width of the
groove. If the first strike-off does not produce the required roughness, the Contractor shall
repeat the process before the concrete reaches initial set. The final surface shall be clean
and without laitance or loose material.
If the Plans do not require a roughened surface, the Contractor shall include shear
keys at all construction joints. These keys shall provide a positive, mechanical bond.
Shear keys shall be formed depressions and the forms shall not be removed until the
concrete has been in place at least 12-hours. Forms shall be slightly beveled to ensure
ready removal. Raised shear keys are not allowed.
Shear keys for the tops of beams, at tops and bottoms of boxed girder webs, in
diaphragms, and in crossbeams shall:
1. Be formed with 2 by 8-inch wood blocks;
2. Measure 8-inches lengthwise along the beam or girder stem;
3. Measure 4-inches less than the width of the stem, beam, crossbeam, etc.
(measured transverse of the stem); and
4. Be spaced at 16-inches center to center.
Unless the Plans show otherwise, in other locations (not named above), shear keys
shall equal approximately ⅓ of the joint area and shall be approximately 1½-inches deep.
2010 Standard Specifications M 41-10 Page 6-31
cONcRETE STRucTuRES 6-02
Before placing fresh concrete against cured concrete, the Contractor shall thoroughly
clean and saturate the cured surface. All loose particles, dust, dirt, laitance, oil, or film of
any sort shall be removed by method(s) as approved by the Engineer. The cleaned surface
shall be saturated with water for a minimum of four hours before the fresh concrete
is placed.
Before placing the reinforcing mat for footings on seals, the Contractor shall:
(1) remove all scum, laitance, and loose gravel and sediment; (2) clean the construction
joint at the top of the seals; and (3) chip off any high spots on the seals that would prevent
the footing steel from being placed in the position required by the Plans.
6-02.3(12)B construction Joints Between Existing and New construction
If the Plans or Special Provisions require a roughened surface on the joint, the
Contractor shall thoroughly roughen the existing surface to a uniformly distributed
¼-inch minimum amplitude surface profile, with peaks spaced at a maximum of 1-inch,
by method(s) as approved by the Engineer.
If the Plans or Special Provisions do not require a roughened surface on the joint, the
Contractor shall remove all loose particles, dust, dirt, laitance, oil, or film of any sort by
method(s) as approved by the Engineer.
Before placing fresh concrete against existing concrete, the Contractor shall
thoroughly clean and saturate the existing surface. All loose particles, dust, dirt, laitance,
oil, or film of any sort shall be removed by method(s) as approved by the Engineer. The
cleaned surface shall be saturated with water for a minimum of four hours before the
fresh concrete is placed.
6-02.3(13) Expansion Joints
This section outlines the requirements of specific expansion joints shown in
the Plans. The Plans may require other types of joints, seals, or materials than those
described here.
Joints made of a vulcanized, elastomeric compound (with neoprene as the only
polymer) shall be installed with an approved lubricant adhesive as recommended by the
manufacturer. The length of a seal shall match that required in the Plans without splicing
or stretching.
Open joints shall be formed with a template made of wood, metal, or other suitable
material. Insertion and removal of the template shall be done without chipping or
breaking the edges or otherwise injuring the concrete.
Any part of an expansion joint running parallel to the direction of expansion shall
provide a clearance of at least ½-inch (produced by inserting and removing a spacer strip)
between the two surfaces. The Contractor shall ensure that the surfaces are precisely
parallel to prevent any wedging from expansion and contraction.
All poured rubber joint sealer (and any required primer) shall conform with
Section 9-04.2(2).
6-02.3(14) Finishing concrete Surfaces
All concrete shall show a smooth, dense, uniform surface after the forms are
removed. If it is porous, the Contractor shall bear the cost of repairing it. The Contractor
shall clean and refinish any stained or discolored surfaces that may have resulted from
their Work or from construction delays.
Subsections A and B (below) describe 2 classes of surface finishing.
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6-02 cONcRETE STRucTuRES
6-02.3(14)A class 1 Surface Finish
The Contractor shall apply a Class 1 finish to all surfaces of concrete members to the
limits designated in the Contract Plans.
The Contractor shall follow steps 1 through 8 below. When steel forms have been
used and when the surface of filled holes matches the texture and color of the area
around them, the Contractor may omit steps 3 through 8. To create a Class 1 surface, the
Contractor shall:
1. Remove all bolts and all lips and edgings where form members have met;
2. Fill all holes greater than ¼-inch and float to an even, uniform finish with
mortar conforming to Section 9-20.4(2) at a 1:2 cement/aggregate ratio;
3. Thoroughly wash the surface of the concrete with water;
4. Brush on a mortar conforming to Section 9-20.4(2) at a 1:1 cement/aggregate
ratio, working it well into the small air holes and other crevices in the face of
the concrete;
5. Brush on no more mortar than can be finished in 1-day;
6. Rub the mortar off with burlap or a piece of carpet as soon as it takes initial set
(before it reaches final set);
7. Fog-spray water over the finish as soon as the mortar paint has reached final
set; and
8. Keep the surface damp for at least 2-days.
If the mortar becomes too hard to rub off as described in step 6, the Contractor shall
remove it with a Carborundum stone and water. Random grinding is not permitted.
6-02.3(14)B class 2 Surface Finish
The Contractor shall apply a Class 2 finish to all above-ground surfaces not
receiving a Class 1 finish as specified above unless otherwise indicated in the Contract.
Surfaces covered with fill do not require a surface finish.
To produce a Class 2 finish, the Contractor shall remove all bolts and all lips and
edgings where form members have met and fill all form tie holes.
6-02.3(14)c Pigmented Sealer for concrete Surfaces
All surfaces specified in the Plans to receive pigmented sealer shall receive a Class 2
surface finish, (except that concrete barrier surfaces shall be finished in accordance with
Section 6-02.3(11)A) and shall receive a light brush sandblasting in order that complete
neutralization of the surface and subsequent penetration of the pigmented sealer is
achieved. All curing agents and form release agents shall be removed. The surface shall
be dry, clean and prepared in accordance with the manufacturer’s written instructions.
The Contractor shall submit four copies of the manufacturer’s written instructions.
The Contractor shall not apply pigmented sealer from a batch greater than twelve
months past the initial date of color sample approval of that batch by the Engineer.
The pigmented sealer color or colors for specific concrete surfaces shall be as
specified in the Special Provisions.
The pigmented sealer shall be spray applied in accordance with the manufacturer’s
written instructions for application, air temperature required for sealer application and
curing, qualification of applicator, rate of application, and number of coats to apply.
Pigmented sealer shall not be applied until the concrete has cured for at least 28-days.
Pigmented sealer shall not be applied upon damp surfaces, nor shall it be applied
when the air is misty, or otherwise unsatisfactory for the work, in the opinion of the
manufacturer or the Engineer. The final appearance shall have an even and uniform color
acceptable to the Engineer.
2010 Standard Specifications M 41-10 Page 6-33
cONcRETE STRucTuRES 6-02
For concrete surfaces such as columns, retaining walls, pier walls, abutments,
concrete fascia panels, and noise barrier wall panels, the pigmented sealer shall extend to
one foot below the finish ground line, unless otherwise shown in the Plans.
6-02.3(15) Date Numerals
Standard date numerals shall be placed where shown in the Plans. The date shall
be for the year in which the Structure is completed. When traffic barrier is placed on
an existing Structure, the date shall be for the year in which the original Structure was
completed. Unit Contract prices shall cover all costs relating to these numerals.
6-02.3(16) Plans for Falsework and Formwork
The Contractor shall submit all plans for falsework and formwork for approval or
preapproval directly to the Bridge and Structures Office, Construction Support Engineer,
Washington State Department of Transportation, PO Box 47340, Olympia, WA 98504-
7340 as described in Section 6-02.3(16)A or 6-02.3(16)B. The Contractor shall also
submit 2 sets of the falsework and formwork plans to the Project Engineer. Approval will
not reduce the Contractor’s responsibility for ensuring the adequacy of the formwork and
falsework. All falsework and formwork shall be constructed in accordance with approved
falsework and formwork plans.
Except for the placement of falsework foundation pads and piles, the construction
of any unit of falsework shall not start until the Engineer has reviewed and approved the
falsework plans for that unit. Falsework driven piling, temporary concrete footings, or
timber mudsills may be placed as described in Section 6-02.3(17)D prior to approval at
the Contractor’s own risk, except for the following conditions:
1. The falsework is over or adjacent to Roadways or railroads as described in
Section 6-02.3(17)C, or
2. The falsework requires prior placement of shoring or cofferdams as described
in Section 2-09.3(3)D.
Costs associated with modifying falsework to bring it into compliance with the
approved falsework plans shall be at the Contractor’s expense.
If the project involves a railroad or the U.S. Bureau of Reclamation, additional sets
for the portion of the project that involves them shall be sent to:
If sent via US Postal Service:
Washington State Department of Transportation
Bridge and Structures Engineer
Construction Support
PO Box 47340
Olympia WA 98504-7340
If sent via FedEx:
Washington State Department of Transportation
Bridge and Structures Engineer
7345 Linderson Way SW
Tumwater, WA 98501-6504
1. Four sets for each railroad company affected, and
2. Six sets for the U.S. Bureau of Reclamation.
The Department will review the falsework and formwork plans and calculations, and
if they are acceptable, will obtain the required approvals from the appropriate railroad
company or the U.S. Bureau of Reclamation. After the Department has received approval
and any comments from the railroad company or the U.S. Bureau of Reclamation,
2 copies of the falsework and formwork plans will then be marked with any comments
and returned to the Contractor.
Page 6-34 2010 Standard Specifications M 41-10
6-02 cONcRETE STRucTuRES
Plan approval is not required for footing or retaining walls unless they are more than
4-feet high (excluding pedestal height).
The design of falsework and formwork shall be based on:
1. Applied loads and conditions which are no less severe than those described
in Section 6-02.3(17)A, “Design Loads;”
2. Allowable stresses and deflections which are no greater than those described
in Section 6-02.3(17)B, “Allowable Stresses and Deflections;”
3. Special loads and requirements no less severe than those described in
Section 6-02.3(17)C, “Falsework and Formwork at Special Locations;” and
4. Conditions required by other Sections of 6-02.3(17), Falsework and
Formwork.” Plan approval can be done by the Project Engineer for footings
and walls 4-feet to 8-feet high (excluding pedestal height) provided:
5. Concrete placement rate is 4-feet per hour or less.
6. Facing is ¾-inch plywood with grade as specified per Section 6-02.3(17)J.
7. Studs, with plywood face grain perpendicular, are 2x4’s spaced at 12-inches.
8. Walers with 3,000-pound safe working load ties spaced at 24-inches are 2-2x4’s
spaced at 24-inches.
Plan approval can be done by the Project Engineer for manufactured certified
steel round column forming for column heights up to 20-feet. Concrete placement rate
shall not exceed 10-feet per hour. Bracing requirements shall be per manufacturer’s
recommendations or submitted according to Section 6-02.3(16).
The falsework and formwork plans shall be scale drawings showing the details of
proposed construction, including: sizes and properties of all members and components;
spacing of bents, posts, studs, wales, stringers, wedges and bracing; rates of concrete
placement, placement sequence, direction of placement, and location of construction
joints; identify falsework devices and safe working load as well as identifying any bolts
or threaded rods used with the devices including their diameter, length, type, grade, and
required torque. Show in the falsework plans the proximity of falsework to utilities or
any nearby Structures including underground Structures. Formwork accessories shall be
identified according to Section 6-02.3(17)H, “Formwork Accessories.” All assumptions,
dimensions, material properties, and other data used in making the structural analysis
shall be noted on the drawing.
The Contractor shall furnish 2 copies of the associated design calculations to the
Bridge and Structures Office, Construction Support Engineer for examination as a
condition for approval. The design calculations shall show the stresses and deflections
in load supporting members. Construction details which may be shown in the form
of sketches on the calculation sheets shall be shown in the falsework or formwork
drawings as well. Falsework or formwork plans will not be approved in any case where
it is necessary to refer to the calculation sheets for information needed for complete
understanding of the falsework and formwork plans or how to construct the falsework
and formwork.
All falsework and formwork plans and design calculations submitted to the
Bridge and Structures Office shall be prepared by (or under the direct supervision of) a
Professional Engineer, licensed under Title 18 RCW, State of Washington, in the branch
of Civil or Structural Engineering.
Each sheet of falsework and formwork plans shall carry the following:
1. Professional Engineer’s original signature, date of signature, original seal,
registration number, and date of expiration.
2. The initials and dates of all participating design professionals.
2010 Standard Specifications M 41-10 Page 6-35
cONcRETE STRucTuRES 6-02
3. Clear notation of all revisions including identification of who authorized the
revision, who made the revision, and the date of the revision.
4. The Contract number, Contract title, and sequential sheet number. These shall
also be on any related documents.
5. Identify where the falsework and formwork plan will be utilized by referencing
Contract Plan sheet number and related item or detail.
Design calculations shall carry on the cover page, the Professional Engineer’s
original signature, date of signature, original seal, registration number, and date of
expiration. The cover page shall include the Contract number, Contract title, and
sequential index to calculation page numbers.
A State of Washington Professional Engineer, licensed under Title 18 RCW, state
of Washington, in the branch of Civil or Structural Engineering may be retained to check,
review and certify falsework and formwork plans and calculations of an individual who is
licensed in another state provided that the following conditions are satisfied:
1. That the Work being reviewed was legally prepared by an individual holding
valid registration in another state as a civil or structural engineer.
2. The Washington State Professional Engineer conducts independent calculations
and reviews all technical matters contained within the subject Work, falsework
and formwork plans, Contract Plans, Specifications, legal requirements,
technical standards, other related documents; and has verified that the design
meets all applicable Specifications and is in agreement with the specific site
conditions and geometry.
3. All falsework and formwork plan sheets shall carry the Washington State
Professional Engineer’s original signature, date of signature, original seal,
registration number, and date of expiration.
4. Two copies of the Washington State Professional Engineer’s independent
calculations shall be submitted to the Bridge and Structures Office,
Construction Support Engineer for review along with the falsework and
formwork plans. The independent calculations shall carry on the cover page the
Washington State Professional Engineer’s original signature, date of signature,
original seal, registration number, and date of expiration. The cover page shall
include the following: the Contract number, Contract title, and sequential index
to calculation page numbers
5. The Washington State Professional Engineer shall keep, a signed and
sealed copy of the falsework, formwork plans, independent calculations,
Specifications and other related documentation that represents the extent
of the review.
6-02.3(16)A Nonpreapproved Falsework and Formwork Plans
The Contractor shall submit 6 copies of all non-preapproved falsework and
formwork plans, and 2 copies of the design calculations, directly to the following for
review and approval and submit 2 copies of the falsework and formwork plans to the
Project Engineer.
If sent via US Postal Service:
Washington State Department of Transportation
Bridge and Structures Engineer
Construction Support
PO Box 47340
Olympia WA 98504-7340
Page 6-36 2010 Standard Specifications M 41-10
6-02 cONcRETE STRucTuRES
If sent via FedEx:
Washington State Department of Transportation
Bridge and Structures Engineer
Construction Support
7345 Linderson Way SW
Tumwater, WA 98501-6504
Reviewed falsework and formwork plans will be returned from the Bridge and
Structures Office, Construction Support Engineer to the Project Engineer who will
forward them to the Contractor within the time allowed according to Section 6-01.9.
The time allowed begins when the Contractor’s transmittal and submittal including
all required copies of the falsework and/or formwork plans and calculations, catalog
data, and other technical information are received by the Bridge and Structures Office,
Construction Support Engineer. Fax copies are considered only informational. For
multiple submittals or multiple parts to the same submittal and priority of review see
Section 6-01.9.
Plans returned to the Contractor for correction shall be corrected and clean (without
any previous WSDOT stamps and comments) revised falsework and formwork plans
resubmitted to the Bridge and Structures Office, Construction Support Engineer for
review and approval.
The Contractor may revise approved falsework and formwork plans, provided
sufficient time is allowed for the Engineer’s review and approval before construction is
started on the revised portions. Such additional time will not be more than that which was
originally allowed per Section 6-01.9. After a plan or drawing is approved and returned to
the Contractor, all changes that the Contractor proposed shall be submitted to the Project
Engineer for review and approval.
6-02.3(16)B Preapproved Formwork Plans
The Contractor may request preapproval on formwork plans for abutments,
wingwalls, diaphragms, retaining walls, columns, girders and beams, box culverts,
railings, and bulkheads. Plans for falsework supporting the roadway slab for interior
spans between precast prestressed concrete girders may also be submitted for
preapproval. Other falsework plans, however, will not be preapproved, but shall be
submitted for review and approval as required in Section 6-02.3(16)A.
To apply for preapproval, the Contractor shall submit 1 reproducible drawing for
each formwork plan sheet and 2 copies of the design calculations directly to:
If sent via US Postal Service:
Washington State Department of Transportation
Bridge and Structures Engineer
Construction Support
PO Box 47340
Olympia WA 98504-7340
If sent via Fedex:
Washington State Department of Transportation
Bridge and Structures Engineer
Construction Support
7345 Linderson Way SW
Tumwater, WA 98501-6504
The Bridge and Structures Office, Construction Support Engineer will return the
formwork plan to the Contractor stamped “Preapproved” with an effective date of
approval or will indicate any changes required for approval. The reviewed formwork plan
will be returned from the Bridge and Structures Office, Construction Support Engineer
2010 Standard Specifications M 41-10 Page 6-37
cONcRETE STRucTuRES 6-02
to the Contractor within the time allowed according to Section 6-01.9. The time allowed
begins when the Contractor’s transmittal and submittal including all required information
are received by the Bridge and Structures Office, Construction Support Engineer.
For each contract on which the preapproved formwork plans will be used, the
Contractor shall submit 3 copies to the Project Engineer. Construction shall not begin
until the Project Engineer has given approval.
If the forms being constructed have any deviations to the preapproved formwork
plan, the Contractor shall submit formwork plan revisions for review and approval per
Section 6-02.3(16)A.
6-02.3(17) Falsework and Formwork
Formwork and falsework are both structural systems. Formwork contains the lateral
pressure exerted by concrete placed in the forms. Falsework supports the vertical and/or
the horizontal loads of the formwork, reinforcing steel, concrete, and live loads during
construction.
The Contractor shall set falsework, to produce in the finished Structure, the lines
and grades indicated in the Contract Plans. The setting of falsework shall allow for
shrinkage, settlement, falsework girder camber, and any structural camber the Plans or
the Engineer require.
Concrete forms shall be mortar tight, true to the dimensions, lines, and grades
of the Structure. Curved surfaces shown in the Contract Plans shall be constructed as
curved surfaces and not chorded, except as allowed in Section 6-02.3(17)J. Concrete
formwork shall be of sufficient strength and stiffness to prevent overstress and excess
deflection as defined in Section 6-02.3(17)B. The rate of depositing concrete in the forms
shall not exceed the placement rate in the approved formwork plan. The interior form
shape and dimensions shall also ensure that the finished concrete will conform with the
Contract Plans.
If the new Structure is near or part of an existing one, the Contractor shall not
use the existing Structure to suspend or support falsework unless the Plans or Special
Provisions state otherwise. For prestressed girder and T-beam bridge widenings or
stage construction, the roadway deck and the diaphragm forms may be supported from
the existing Structure or previous stage, if approved by the Engineer. For steel plate
girder bridge widenings or stage construction, only the roadway deck forms may be
supported from the existing Structure or previous stage, if approved by the Engineer.
See Section 6-02.3(17)E for additional conditions.
On bridge roadway slabs, forms designed to stay in place made of steel or precast
concrete panels shall not be used.
For post-tensioned Structures, both falsework and forms shall be designed to carry
the additional loads caused by the post-tensioning operations. The Contractor shall
construct supporting falsework in a way that leaves the Superstructure free to contract
and lift off the falsework during post-tensioning. Forms that will remain inside box
girders to support the placement of the roadway slab concrete shall, by design, resist
girder contraction as little as possible. See Section 6-02.3(26) for additional conditions.
6-02.3(17)A Design loads
The design load for falsework shall consist of the sum of dead and live vertical
loads, and a design horizontal load. The minimum total design load for any falsework
shall not be less than 100-lbs./sf. for combined live and dead load regardless of
Structure thickness.
The entire Superstructure cross-section, except traffic barrier, shall be considered
to be placed at one time for purposes of determining support requirements and designing
falsework girders for their stresses and deflections, except as follows:
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6-02 cONcRETE STRucTuRES
For concrete box girder bridges, the girder stems, diaphragms, crossbeams,
and connected bottom slabs, if the stem wall is placed more than 5-days prior to
the top slab, may be considered to be self supporting between falsework bents at
the time the top slab is placed, provided that the distance between falsework bents
does not exceed 4 times the depth of the portion of the girder placed in the preceding
concrete placements.
Falsework bents shall be designed for the entire live load and dead load, including
all load transfer that takes place during post-tensioning, and braced for the design
horizontal load.
Dead loads shall include the weight of all successive placements of concrete,
reinforcing steel, forms and falsework, and all load transfer that takes place during post-
tensioning. The weight of concrete with reinforcing steel shall be assumed to be not less
than 160-pounds per cubic foot.
Live loads shall consist of the actual mass of any equipment to be supported by
falsework applied as concentrated loads at the points of contact, and a minimum uniform
load of not less than 25-lbs./sf. applied over the entire falsework plan area supported, plus
a minimum load of not less than 75-pounds per linear foot applied at the outside edge of
deck overhangs.
The design horizontal load to be resisted by the falsework bracing system in any
direction shall be:
The sum of all identifiable horizontal loads due to equipment, construction
sequence, side-sway caused by geometry or eccentric loading conditions, or other
causes, and an allowance for wind plus an additional allowance of 1-percent of
the total dead load to provide for unexpected forces. In no case shall the design
horizontal load be less than three-percent of the total dead load.
The minimum horizontal load to be allowed for wind on each heavy-duty steel
shoring tower having a vertical load carrying capacity exceeding 30-kips per leg shall be
the sum of the products of the wind impact area, shape factor, and the applicable wind
pressure value for each height zone. The wind impact area is the total projected area of all
the elements in the tower face normal to the applied wind. The shape factor for heavy-
duty steel shoring towers shall be taken as 2.2. Wind pressure values shall be determined
from the following table:
Wind Pressure on Heavy-Duty Steel Shoring Towers
Wind Pressure Value
Height Zone
(Feet Above Ground)Adjacent to Traffic At Other Locations
0 to 30 20-psf 15-psf
30 to 50 25-psf 20-psf
50 to 100 30-psf 25-psf
Over 100 35-psf 30-psf
The minimum horizontal load to be allowed for wind on all other types of falsework,
including falsework girders and forms supported on heavy-duty steel shoring towers,
shall be the sum of the products of the wind impact area and the applicable wind
pressure value for each height zone. The wind impact area is the gross projected area
of the falsework support system, falsework girders, forms and any unrestrained portion
of the permanent Structure, excluding the areas between falsework posts or towers
where diagonal bracing is not used. Wind pressure values shall be determined from the
following table:
2010 Standard Specifications M 41-10 Page 6-39
cONcRETE STRucTuRES 6-02
Wind Pressure on All Other Types of Falsework
Wind Pressure Value
Height Zone
(Feet Above Ground)
For Members Over and Bents
Adjacent to Traffic Openings At Other Locations
0 to 30 2.0 Q psf 1.5 Q psf
30 to 50 2.5 Q psf 2.0 Q psf
50 to 100 3.0 Q psf 2.5 Q psf
Over 100 3.5 Q psf 3.0 Q psf
The value of Q in the above tabulation shall be determined as follows:
Q = 1 + 0.2W; but Q shall not be more than 10.
Where:
W is the width of the falsework system, in feet, measured normal to the direction
of the wind force being considered.
The falsework system shall also be designed so that it will be sufficiently stable
to resist overturning prior to the placement of the concrete. The minimum factor of
safety against falsework overturning in all directions from the assumed horizontal load
for all stages of construction shall be 1.25. If the required resisting moment is less than
1.25 times the overturning moment, the difference shall be resisted by bracing, cable
guys, or other means of external support.
Design of falsework shall include the vertical component (whether positive or
negative) of bracing loads imposed by the design horizontal load. Design of falsework
shall investigate the effects of any horizontal displacement due to stretch of the bracing.
This is particularly important when using cable or rod bracing systems.
If the concrete is to be post-tensioned, the falsework shall be designed to support
any increased or redistributed loads caused by the prestressing forces.
6-02.3(17)B Allowable Design Stresses and Deflections
The maximum allowable stresses listed in this Section are based on the use of
identifiable, undamaged, high-quality materials. Stresses shall be appropriately reduced
if lesser quality materials are to be used.
These maximum allowable stresses include all adjustment factors, such as the short
term load duration factor. The maximum allowable stresses and deflections used in the
design of the falsework and formwork shall be as follows:
Deflection
Deflection resulting from dead load and concrete pressure for exposed visible
surfaces, 1⁄360 of the span.
Deflection resulting from dead load and concrete pressure for unexposed
non-visible surfaces, including the bottom of the deck slab between girders, 1⁄270
of the span.
In the foregoing, the span length shall be the center line to center line distance
between supports for simple and continuous spans, and from the center line of support to
the end of the member for cantilever spans. For plywood supported on members wider
than 1½-inches, the span length shall be taken as the clear span plus 1½-inches. Also,
dead load shall include the weight of all successive placements of concrete, reinforcing
steel, forms and falsework self weight. Only the self weight of falsework girders may be
excluded from the calculation of the above deflections provided that the falsework girder
deflection is compensated for by the installation of camber strips.
Page 6-40 2010 Standard Specifications M 41-10
6-02 cONcRETE STRucTuRES
Where successive placements of concrete are to act compositely in the completed
Structure, deflection control becomes extremely critical. Maximum deflection of
supporting members — 1⁄500 of the span for members constructed in several successive
placements (such as concrete box girder and concrete T-beam girder Structures)
falsework components shall be sized, positioned, and/or supported to minimize
progressive increases in deflection of the Structure which would preload the concrete or
reinforcing steel before it becomes fully composite.
Timber
Each species and grade of timber/lumber used in constructing falsework and
formwork shall be identified in the drawings. The allowable stresses and loads shall not
exceed the lesser of stresses and loads given in the table below or factored stresses for
designated species and grade in Table 7.3 of the Timber Construction Manual, Third
Edition by the American Institute of Timber Construction.
Compression perpendicular to the grain reduced to 300-psi for use
when moisture content is 19 percent or more (areas exposed to rain,
concrete curing water, green lumber).
450-psi
Compression parallel to the grain but not to exceed 1,500-psi.480,000-psi
(L/d)2
Flexural stress for members with a nominal depth greater
than 8-inches.
1,800-psi
Flexural stress psi for members with a nominal depth of
8-inches or less.
1,500-psi
The maximum horizontal shear.140-psi
AXIAL tension.1,200-psi
The maximum modulus of elasticity (E) for timber.1,600,000-psi
Where:
L is the unsupported length; and
d is the least dimension of a square or rectangular column, or the width of a square of equivalent cross-
sectional area for round columns.
The allowable stress for compression perpendicular to the grain, and for horizontal
shear shall not be increased by any factors such as short duration loading. Additional
requirements are found in other parts of Section 6-02.3(17). Criteria for the design of
lumber and timber connections are found in Section 6-02.3(17)I.
Plywood for formwork shall be designed in accordance with the methods and
stresses allowed in the APA Design/Construction Guide for Concrete Forming as
published by the American Plywood Association, Tacoma, Washington. As concrete
forming is a special application for plywood, wet stresses shall be used and then adjusted
for forming conditions such as duration of load, and experience factors. Concrete pour
pressures shall be per Section 6-02.3(17)J.
Steel
For identified grades of steel, design stresses shall not exceed those specified in the
Manual of Steel Construction - Allowable Stress Design, Ninth Edition by the American
Institute of Steel Construction, except as follows:
Compression, flexural but not to exceed 0.6Fy 12,000,000-psi
Ld/bt
The modulus of elasticity (E) shall be 29,000,000-psi
2010 Standard Specifications M 41-10 Page 6-41
cONcRETE STRucTuRES 6-02
When the grade of steel cannot be positively identified as with salvaged steel and if
rivets are present, design stresses shall not exceed the following:
Yield point fy 30,000-psi
Tension, axial, and flexural 16,000-psi
Compression, axial except L/r shall not exceed 120 14,150 - 0.37(KL/r)
2 psi
Shear on gross section of the web of rolled shapes 9,500-psi
Web crippling for rolled shapes 22,500-psi
Compression, flexural but not to exceed 16,000-psi and
L/b not greater than 39
16,000 - 5.2(L/b)2 psi
The modulus of elasticity (E) shall be 29,000,000-psi
Where:
L is the unsupported length;
d is the least dimension of rectangular columns, or the width of a square of equivalent cross-sectional area for
round columns, or the depth of beams;
b is the flange width;
t is the thickness of the compression flange;
r is the radius of gyration of the compression flange about the weak axis of the member; and
Fy is the specified minimum yield stress, psi, for the grade of steel used.
All dimensions are expressed in inches.
6-02.3(17)c Falsework and Formwork at Special locations
In addition to the minimum requirements specified in Sections 6-02.3(17)A and
6-02.3(17)B, falsework towers or posts supporting beams directly over Roadways
or railroads which are open to traffic or the public shall be designed and constructed
so that the falsework will be stable if subjected to impact by vehicles. The use of
damaged materials, unidentifiable material, salvaged steel or steel with burned holes or
questionable weldments shall not be used for falsework described in this section. For
the purposes of this Specification the following public or private facilities shall also be
considered as “Roadways”: pedestrian pathways and other Structures such as bridges,
walls, and buildings.
The dimensions of the clear openings to be provided through the falsework for
Roadways, railroads, or pedestrian pathways shall be as specified in the Contract.
Falsework posts or shoring tower systems which support members that cross over
a Roadway or railroad shall be considered as adjacent to Roadways or railroads. Other
falsework posts or shoring towers shall be considered as adjacent to Roadways or
railroads only if the following conditions apply:
1. Located in the row of falsework posts or shoring towers nearest to the Roadway
or railroad; and
2. Horizontal distance from the traffic side of the falsework to the edge of
pavement is less than the total height of the falsework and forms; or
3. The total height of the falsework and forms is greater than the horizontal
clear distance between the base of the falsework and a point 10-feet from the
centerline of track.
The Contractor shall provide any additional features for the Work needed to ensure
that the falsework will be stable for impact by vehicles; providing adequate safeguards,
safety devices, protective equipment, and any other needed actions to protect property
and the life, health, and safety of the public; and shall comply with the provisions in
Section 1-07.23 and Section 6-02.3(17)M. The falsework design at special locations,
shall incorporate the minimum requirements detailed in this Section, even if protected by
concrete median barrier.
Page 6-42 2010 Standard Specifications M 41-10
6-02 cONcRETE STRucTuRES
The vertical load used for the design of falsework posts and towers which support
the portion of the falsework over openings, shall be the greater of the following:
1. 150-percent of the design load calculated in accordance with Section 6-02.3(17)
B, but not including any increased or redistributed loads caused by the post-
tensioning forces; or
2. 100-percent of the design load plus the increased or redistributed loads caused
by the post-tensioning forces.
Each falsework post or each shoring tower leg adjacent to Roadways or
railroads shall consist of either steel with a minimum section modulus about each axis of
9.5-inches cubed or sound timbers with a minimum section modulus about each axis of
250-inches cubed.
Each falsework post or shoring tower leg adjacent to Roadways or railroads
shall be mechanically connected to its supporting footing at its base, or otherwise
laterally restrained, to withstand a force of not less than 2,000-pounds applied at the
base of the post or tower leg in any direction except toward the Roadway or railroad
track. Posts or tower legs shall be connected to the falsework cap and stringer by
mechanical connections capable of resisting a load in any horizontal direction of not less
than 1,000-pounds.
For falsework spans over Roadways and railroads, all falsework stringers shall be
mechanically connected to the falsework cap or framing. The mechanical connections
shall be capable of resisting a load in any direction, including uplift on the stringer, of
not less than 500-pounds. All associated connections shall be installed before traffic is
allowed to pass beneath the span.
When timber members are used to brace falsework bents which are located
adjacent to Roadways or railroads, all connections shall be bolted through the members
using ⅝-inch diameter or larger bolts.
Concrete traffic barrier shall be used to protect all falsework adjacent to traveled
Roadways. The falsework shall be located so that falsework footings, mudsills, or piles
are at least 2-feet clear of the traffic barrier and all other falsework members shall also
be at least 2-feet clear of the traffic barrier. Traffic barrier used to protect falsework shall
not be fastened, guyed, or blocked to any falsework but shall be fastened to the pavement
according to details shown in the Plans. The installation of concrete traffic barrier shall
be completed before falsework erection is begun. The traffic barrier at the falsework shall
not be removed until approved by the Engineer. Falsework openings which are provided
for the Contractor’s own use (not for public use) shall also use concrete traffic barrier
to protect the falsework, except the minimum clear distance between the barrier and
falsework footings, mudsills, piles, or other falsework members shall be at least 3-inches.
Falsework bents within 20-feet of the center line of a railroad track shall be braced
to resist the required horizontal load or 2,000-pounds whichever is greater.
Pedestrian openings through falsework shall be paved or surfaced with full width
continuous wood walks which shall be wheel chair accessible and shall be kept clear.
Pedestrians shall be protected from falling objects and water falling from construction
above. Overhead protection for pedestrians shall extend at least 4-feet beyond the
edge of the bridge deck. Plans and details of the overhead protection and pathway
shall be submitted with the falsework plans for review and approval. Pedestrian
openings through falsework shall be illuminated by temporary lighting, constructed and
maintained by the Contractor. The temporary lighting shall be constructed in accordance
with local electrical code requirements. The temporary lighting shall be steady burning
60-watt, 120-volt lamps with molded waterproof lamp holders spaced at 25-foot centers
maximum. All costs relating to pedestrian pathway paving, wood walks, overhead
protection, maintenance, operating costs, and temporary pedestrian lighting shall be
incidental to applicable adjacent items of Work.
2010 Standard Specifications M 41-10 Page 6-43
cONcRETE STRucTuRES 6-02
6-02.3(17)D Falsework Support Systems: Piling, Temporary concrete Footings,
Timber Mudsills, Manufactured Shoring Towers, caps, and Posts
The Contractor shall support all falsework on either driven piling, temporary
concrete footings, or timber mudsills. Temporary concrete footings shall be designed as
reinforced concrete which may be either cast in place or precast. All components for a
falsework support system shall be sized for the maximum design loads and allowable
stresses described in the preceding sections.
The falsework drawings shall include a Superstructure placing diagram showing
the concrete placing sequence, direction of placements, and construction joint locations.
When a sequence for placing concrete is shown in the Contract Plans or Specifications,
no deviation will be permitted.
If the Plans call for piling or foundation shafts to support permanent Structures, the
Contractor may not use mudsills or temporary concrete footings for falsework support
unless the underlying soil passes the settlement test described in this section.
Piling
When using piling to support the falsework, the Contractor’s falsework plans shall
specify the minimum required bearing and depth of penetration for the piling. Also,
the falsework drawings shall show the maximum horizontal distance that the top of a
falsework pile may be pulled in order to position it under its cap. The falsework plans
shall show the maximum allowable deviation of the top of the pile, in its final position,
from a vertical line through the point of fixity of the pile. The calculations shall account
for pile stresses due to combined axial and flexural stress and secondary stresses.
Timber piling (untreated) shall be banded before driving. The following shall be
identified in the falsework plans: lengths, minimum tip diameter, and expected diameter
at ground line. The Contractor shall comply with the requirements of Sections 9-10.1 and
9-10.1(1). The maximum allowable load for timber piles shall be 45-tons. Steel piling
shall be identified in the falsework plans. If steel pipe piling is used, the pipe diameter
and wall thickness shall be identified in the falsework plans. Steel piling shall meet the
requirements of Section 9-10.5. The formulas in Section 6-05.3(12) shall be used to
determine the bearing capacity of the falsework piling. If the Engineer approves, the
pile bearing capacity may instead be determined by test loading the piling to twice the
falsework design load. The Contractor shall provide the Engineer an opportunity to
witness these tests and provide a plan of the test and cross-sections showing the locations
and elevations of the proposed tests to the Engineer for approval.
Temporary concrete Footings and Timber Mudsills
Timber mudsills or temporary concrete footings may be used in place of driven
piling, provided tests show that the soil can support twice the falsework design load and
that the mudsill or temporary concrete footing will not settle more than ¼-inch when
loaded with the design load. The tests shall be done at the falsework site, at the same
elevation of the mudsill, and conducted under conditions representative of the actual site
conditions. The acceptable tests for various soil types are:
1. Granular Soil. The Contractor shall conduct on-site tests according to
AASHTO T 235. The Contractor shall provide the Engineer an opportunity to
witness these tests and provide a plan of the test and cross-sections showing the
locations and elevations of the proposed tests to the Engineer for approval.
2. Fine Grained or Organic Soil. The Contractor shall employ a Geotechnical
Engineer to investigate the foundation soils and certify in writing that each
mudsill or temporary footing will meet the load-settlement requirements
described above. The allowable bearing capacities, elevations and locations of
specific falsework mudsills shall be listed in the certification. Soils information
used to determine the soil bearing capacity and settlement shall be submitted
with the written certification to the Engineer for review and approval.
Page 6-44 2010 Standard Specifications M 41-10
6-02 cONcRETE STRucTuRES
Timber mudsills or temporary concrete footings for falsework shall be designed to
carry the loads imposed upon them without exceeding the estimated soil bearing capacity
and specified maximum settlement. Where mudsills or temporary footings are used in the
vicinity of permanent spread footings, the allowable mudsill bearing pressure shall be less
than that of the permanent footings. This is because elevation difference, smaller bearing
area, and the lack of surrounding overburden provides a lower bearing capacity than the
permanent spread footings. The mudsills shall be designed for bearing capacities at the
location that they are to be used. Timber mudsills or temporary concrete footings shall
be designed as unyielding foundations under full design loads. The soil pressure bearing
values assumed in the design of the falsework (normally not more than 3,000-pounds
per sq. ft.) shall be shown in the falsework drawings. The minimum edge distances from
the edge of the post or shoring tower leg to the edge or end of the mudsill member shall
be shown in the falsework drawings. Timber mudsills and temporary concrete footings
shall be designed such that member deflections do not exceed ¼-inch and that member
allowable stresses are not exceeded.
Full cross-sectional views of all falsework on timber mudsills or temporary concrete
footings to be placed in side slopes or above excavations shall be shown in the falsework
drawings. Footings or mudsills which are stepped or placed above an excavation shall
have all related geometry and slope stability items identified in the falsework plan.
Details and calculations for any shoring system to support the embankment or excavation
shall be included.
Mudsills or temporary concrete footings placed in benches in slopes shall be set
back from the face of the slope ½ the mudsill or temporary concrete footing width, but
not less than 1-foot 0-inches. The bench including the setback shall be level in its narrow
dimension. Slopes between benches measured from the top of slope at one bench to the
toe of slope at the next bench below shall be no steeper than 1½ horizontal to 1 vertical.
Falsework shall be founded on a solid footing, safe against undermining, protected
from softening, and capable of supporting the loads imposed. The preparation of the
soil to receive the temporary footing is important to ensure that the falsework does not
experience localized settlement that could result in falsework failure. In preparing the soil
for a timber mudsill or temporary concrete footing, the Contractor shall:
1. Place it on dry soil that is either undisturbed or compacted to 95-percent of
maximum density, as determined by the compaction control tests in Section
2-03.3(14)D performed by the Contractor and submitted to the Engineer
for review;
2. Place mudsills or footings level with full contact bearing on the soil with no
voids. Place each distribution plate or corbel member between the post or
tower leg and the mudsill members such that there is full contact bearing;
3. Place a compacted layer of fine material under the mudsill if it is supported by
rock or coarse sand and gravel;
4. Provide the Engineer with a sample of any off-site material to be used under
the mudsill;
5. Allow up to 5-working days for the Engineer’s approval before using the off-
site material; and
6. Provide erosion control measures to protect the soil of the mudsill or footing
from undermining and softening.
Anticipated total settlements and incremental settlements of falsework and forms
due to successive concrete placements shall be shown in the falsework plans. These shall
include falsework footing settlement and joint take-up. Total anticipated settlements
shall not exceed 1-inch including joint take-up. When using mudsills, the Contractor
shall prepare for the possibility of reshoring with the use of such devices as screw jacks
or hydraulic jacks and adjustment of wedge packs. The placing of concrete shall be
2010 Standard Specifications M 41-10 Page 6-45
cONcRETE STRucTuRES 6-02
discontinued if unanticipated settlement occurs, including settlements that deviate more
than plus or minus ⅜-inch from those indicated on the approved falsework drawing.
Concrete placement shall not resume until corrective measures satisfactory to the
Engineer are provided. If satisfactory corrective measures are not provided prior to
initial set of the concrete in the affected area, placing of concrete shall be discontinued
at a location determined by the Engineer. All unacceptable concrete shall be removed as
determined by the Engineer.
Where the maximum leg load exceeds 30-kips, foundations for individual steel
towers shall be designed and constructed to provide uniform settlement at each tower
leg for all loading conditions.
Bents, Shoring Towers, Piling, Posts, and caps
Plans for falsework bents or shoring tower systems, including manufactured tower
systems shall have plan, cross-section, and elevation view scale drawings showing all
geometry. Show in the falsework plans the proximity of falsework to utilities or any
nearby Structures including underground Structures. The ground elevation, cross-slopes,
relation of stringers to one another, and dimensions to posts or piling shall be shown in
the falsework plans. Column, pile, or tower heights shall be indicated. Member sizes,
wall thickness and diameter of steel pipe columns or piles shall be shown in the falsework
plans. Location of wedges, minimum bearing area and type of wedge material shall be
identified in the falsework plans. Bracing size, location, material and all connections shall
be described in the falsework plans.
The relationship of the falsework bents or shoring tower systems to the permanent
Structure’s pier and footing shall be shown. Load paths shall be as direct as possible.
Loads shall be applied through the shear centers of all members to avoid torsion and
buckling conditions. Where loads cause twisting, biaxial bending, or axial loading with
bending, the affected members shall be designed for combined stresses and stability.
Posts or columns shall be constructed plumb with tops and bottoms carefully cut to
provide full end bearing. Caps shall be installed at all bents supported by posts or piling
unless approved falsework plans specifically permit otherwise. Caps shall be fastened to
the piling or posts. The falsework shall be capable of supporting non uniform or localized
loading without adverse effect. For example, the loading of cantilevered ends of stringers
or caps shall not cause a condition of instability in the adjacent unloaded members.
Timber posts and piling shall be fastened to the caps and mudsills by through-bolted
connections, drift pins, or other approved connections. The minimum diameter of round
timber posts shall be shown in the falsework plans. Timber caps and timber mudsills shall
be checked for crushing from columns or piling under maximum load.
Steel posts and piling shall be welded or bolted to the caps, and shall be bolted or
welded to the foundation. Steel members shall be checked for buckling, web yielding,
and web crippling.
Wedges shall be used to permit formwork to be taken up and released uniformly.
Wedges shall be oak or close-grained Douglas fir. Cedar wedges or shims shall not be
used anywhere in a falsework or forming system. Wedges shall be used at the top or
bottom of shores, but not at both top and bottom. After the final adjustment of the shore
elevation is complete, the wedges shall be fastened securely to the sill or cap beam.
Only 1 set of wedges (with 1 optional block) shall be used at 1 location. Screw jacks (or
other approved devices) shall be used under arches to allow incremental release of the
falsework.
Sand jacks may be used to support falsework and are used for falsework lowering
only. Sand jacks shall be constructed of steel with snug fitting steel or concrete pistons.
Sand jacks shall be filled with dry sand and the jack protected from moisture throughout
its use. They shall be designed and installed in such a way to prevent the unintentional
migration or loss of sand. All sand jacks shall be tested per Section 6-02.3(17)G.
Page 6-46 2010 Standard Specifications M 41-10
6-02 cONcRETE STRucTuRES
When falsework is over or adjacent to Roadways or railroads, all details of the
falsework system which contribute to the horizontal stability and resistance to impact
shall be installed at the time each element of the falsework is erected and shall remain in
place until the falsework is removed. For other requirements see Section 6-02.3(17)C.
Transverse construction joints in the Superstructure shall be supported by falsework
at the joint location. The falsework shall be constructed in such a manner that subsequent
pours will not produce additional stresses in the concrete already in place.
Manufactured Shoring Tower Systems and Devices
Manufactured proprietary shoring tower systems shall be identified in the falsework
plans by make and model and safe working load capacity per leg. The safe working load
for shoring tower systems shall be based upon a minimum 2½ to 1 factor of safety.
The safe working load capacity, anticipated deflection (or settlement), make and
model shall be identified in the falsework plans for manufactured devices such as: single
shores, overhang brackets, support bracket and jack assemblies, friction collars and
clamps, hangers, saddles, and sand jacks. The safe working load for shop manufactured
devices shall be based on a minimum ultimate strength safety factor of 2 to 1. The
safe working load for field fabricated devices and all single shores shall be based on a
minimum ultimate strength safety factor of 3 to 1.
The safe working load of all devices shall not be exceeded. The design loads shall be
as defined by Section 6-02.3(17)A. The maximum allowable free end deflection of deck
overhang brackets under working loads applied shall not exceed 3⁄16-inch measured at the
edge of the concrete slab regardless of the fact that the deflection may be compensated
for by pre-cambering or of setting the elevations high. The Contractor shall comply with
all manufacturer’s Specifications; including those relating to bolt torque, placing washers
under nuts and bolt heads, cleaning and oiling of parts, and the reuse of material. Devices
which are deteriorated, bent, warped, or have poorly fitted connections or welds, shall not
be installed.
Shoring tower or device capacity as shown in catalogs or brochures published by the
manufacturer shall be considered as the maximum load which the shoring is able to safely
support under ideal conditions. These maximum values shall be reduced for adverse
loading conditions; such as horizontal loads, eccentricity due to unbalanced spans or
placing sequence, and uneven foundation settlement.
Depending on load-carrying capacity, steel shoring systems are classified as pipe-
frame systems, intermediate strength systems, and heavy-duty systems. The 2 types of
pipe-frame shoring base frames in general use are the ladder type and the cross-braced
type. In the ladder type, frame rigidity is provided by horizontal struts between the
vertical legs, whereas in the cross-braced type rigidity is provided by diagonal cross-
bracing between the legs.
Copies of catalog data and/or other technical data shall be furnished with the
falsework plans to verify the load-carrying capacity, deflection, and manufacturers
installation requirements of any manufactured product or device proposed for use. Upon
request by the Engineer, the Contractor shall furnish manufacturer certified test reports
and results showing load capacity, deflection, test installation conditions, and identify
associated components and hardware for shoring tower systems or other devices. In
addition to manufacturer’s requirements, the criteria shown in the following sections
for manufactured proprietary shoring tower systems and devices shall be complied with
when preparing falsework plans, calculations, and installing these shoring tower systems
and devices as falsework.
Alternative criteria and/or systems may be approved if a written statement on the
manufacturer’s letter head, signed by the shoring or device manufacturer (not signed
by a material supplier or the Contractor) is submitted to the Engineer for approval and
addresses the following:
2010 Standard Specifications M 41-10 Page 6-47
cONcRETE STRucTuRES 6-02
1. Identity of the specific Contract on which the alternative criteria and/or system
will apply;
2. Description of the alternative criteria and/or system;
3. Technical data and test reports;
4. The conditions under which the particular alternative criteria may be followed;
5. That a design based on the alternative criteria will not overstress or over deflect
any shoring component or device nor reduce the required safety factor.
In any case where the falsework drawings detail a manufactured product and the
manufacturer’s safe working load, load versus deflection curves, factor of safety, and
installation requirements cannot be found in any catalog, the Engineer may require
load testing per Section 6-02.3(17)G to verify the safe working load and deflection
characteristics.
Tower leg loads shall not exceed the limiting values under any loading condition or
sequence. Frame extensions and any reduced capacity shall be shown in the falsework
plans. Screw jacks shall fit tight in the leg assemblies without wobble. Screw jacks shall
be plumb and straight. Shoring towers shall be installed plumb, and load distribution
beams shall be arranged such that vertical loads are distributed to all legs for all
successive concrete placements. There shall be no eccentric loads on shoring tower heads
unless the heads have been designed for such loading. Shoring towers shall remain square
or rectangular in plan view and shall not be skewed. There shall be no interchanging of
parts from one manufactured shoring system to another. Bent or faulty components shall
not be used.
For manufactured shoring towers that allow ganging of frames, the number of
ganged frames shall be limited to 1 frame per opposing side of a tower, and the total
number of legs per ganged tower shall not exceed 8 legs. Ganged frames shall be installed
per the manufacturer’s published standards using the manufacturer’s components. Other
gang arrangements shall not be used.
For manufactured steel shoring tower systems, the Contractor shall have bracing
designed and installed for horizontal loads and falsework overturning per Section
6-02.3(17)A. Minimum bracing criteria and allowable leg loads are described in the
following paragraphs.
All shoring tower systems and bracing shall be thoroughly inspected by the
Contractor for plumb vertical support members, secure connections, and straight bracing
members immediately prior to, at intervals during, and immediately after every concrete
placement. For manufactured shoring tower systems, the maximum allowable deviation
from the vertical is ⅛-inch in 3-feet. If this tolerance is exceeded, concrete shall not be
placed until adjustments have brought the shoring towers within the acceptable tolerance.
cross-Braced Type Base Frames
The maximum allowable load per leg for cross-braced type base frame shoring is
limited by the height of the extension frame and the type of screw jack (swivel or fixed
head) used at the top of the frame. The maximum load on 1 leg of a frame shall not
exceed 4 times the load on the other leg under any given loading condition or sequence.
The maximum load on 1 of the 2 frames making up a tower shall not exceed 4 times the
load on the opposite frame under any given loading condition or sequence. If swivel-
head screw jacks are used, the allowable leg loads shall not exceed that shown in the
following table:
Maximum Allowable Leg Load in Pounds
Extension Frame Height 2′-0" 3′-0" 4′-0" 5′-0"
Screw height 12" or less 11,000 11,000 10,000 9,400
Screw height exceeds 12" 8,200 8,200 8,000 7,800
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6-02 cONcRETE STRucTuRES
If fixed-head screw jacks are used at the top of the extension frame, the maximum
allowable load per leg shall be 11,000-pounds for all extension frame heights up to 5-feet
with screw jack height extensions of 12-inches or less. Fixed-head screw jacks exceeding
12-inches shall use the values in the table above. Screw jack extensions shall not exceed
the manufacturer’s published recommendations. Extension frames shall be braced. Side
cross-braces are required for extension heights up to 2-feet 0-inches. Both side and end
cross-braces are required from over 2-feet 0-inches to 5-feet 0-inches extension heights.
Supplemental bracing shall be installed on shoring towers 20-feet or more in
height and shall connect rows of towers to each other so rows of frames are continuously
cross-braced in 1 plane. Supplemental bracing shall be installed as follows:
1. In the transverse direction (the direction parallel to the frame) 1 horizontal
brace and 1 diagonal brace shall be attached to each tower face, for every
3 frames of shoring height, including an extension frame if used. The lowest
horizontal brace shall be located near the top of the third tower frame, and any
additional horizontal braces spaced no farther than 3 frames apart. The diagonal
braces shall be located on opposite tower faces, and shall run in opposite
directions across the plane of the tower row.
2. In the longitudinal direction (the direction perpendicular to the frames), when
shoring height is 4 frames or more, a horizontal brace shall be installed on
1 face of each tower, with the lowest brace located no higher than the top of
the fourth frame and any additional horizontal braces spaced no farther than
4 frames apart. When shoring height is 6 frames or more, diagonal cross-
bracing shall be installed in the longitudinal direction similar to the transverse
direction.
3. When Roadway grade, soffit profile, or superelevation exceeds 4-percent slope
for any height of shoring tower, a continuous brace parallel to the slope shall be
attached to each frame extension or screw jack of the tower within 6-inches of
the top. These braces shall be in addition to bracing previously described.
The bracing shall be fastened securely to each frame leg and shall be located within
6-inches of the frame member intersections. The ends of diagonal braces shall not be
attached to shoring frames at locations where towers have little or no load. Diagonal
brace ends shall be attached to tower frames near the top and bottom at locations
where significant gravity load is maintained throughout all construction sequences,
such as directly below box girder outside webs, thus precluding lift-off due to the
vertical component of the brace reaction. Supplemental bracing shall be shown in the
falsework drawings. The connection details, including the method of connection and
exact location of the connecting devices, shall be in accordance with the manufacturer’s
recommendations and shall be shown in the falsework drawings.
ladder Type Base Frames
Ladder type base frame shoring shall be limited to the following maximum loads
and conditions, regardless of any conflicting information which may be found in
manufacturer’s catalogs or brochures:
1. If the shoring system consists of a single tier of braced base frames, leg loads
shall not exceed 10,000-pounds.
2. If the shoring system consists of 2 or 3 tiers of base frames, leg loads shall not
exceed 7,500-pounds.
3. If an extension staff is used, the maximum allowable leg load shall be reduced
to 6,000-pounds.
4. The maximum load on 1 leg of a frame shall not exceed 4 times the load on the
other leg under any given loading condition or sequence. The maximum load
on 1 of the 2 frames making up a tower shall not exceed 4 times the load on the
opposite frame under any given loading condition or sequence.
2010 Standard Specifications M 41-10 Page 6-49
cONcRETE STRucTuRES 6-02
Maximum allowable leg loads as shown above shall apply when fixed-head screw
jacks are used, or when swivel-head jacks are used at either the top or bottom of the
tower. A screw jack extension shall not exceed 12-inches. Swivel-head screw jacks
shall not be used at both the top and bottom of ladder-type frames. For any combination
of ladder-type base frames or base frames with staff extensions, the total height of the
shoring shall not exceed 20-feet, including screw jack extensions.
When Roadway grade, soffit profile, or superelevation exceeds 4-percent slope
for heights of shoring towers 20-feet or less, a continuous brace parallel to the slope
shall be attached to each staff extension or screw jack of the tower within 6-inches
of the top. These braces shall be attached per conditions described previously for cross-
braced frames.
Intermediate Strength Shoring
Steel shoring, consisting of cross-braced tubular members capable of carrying up to
25-kips per tower leg, is considered intermediate strength shoring. The use of a 25-kip
type falsework shoring system shall meet the following conditions and limitations:
1. If swivel-head screw jacks are used at either the top or bottom of the tower, the
maximum allowable load shall be reduced to 20-kips per tower leg.
2. The screw-jack extensions shall not exceed 14-inches.
3. Extension frames shall be braced. Side cross-braces are required for all
extension-frame heights. In addition, end cross-braces (braces across the face
of the extension frame) shall be provided for extension frame heights of 3-feet
or more.
4. The maximum load on 1 leg of a frame, or on 1 frame of a tower, shall not
exceed 4 times the load on the opposite leg or frame under any given loading
condition or sequence.
5. Shoring towers 20-feet or more in height shall have supplemental bracing
installed in accordance with the criteria for bracing “Cross-braced Type
Base Frames,” except that no supplemental bracing will be required in the
longitudinal direction (the direction perpendicular to the frame).
6. When Roadway grade, soffit profile, or superelevation exceeds 4-percent slope
for any height of shoring tower, a continuous brace parallel to the slope shall be
attached to each frame extension or screw jack of the tower within 6-inches of
the top. These braces shall be in addition to bracing required in item 5.
The use of 25-kip shoring, when designed and erected in conformance with the
above criteria, is acceptable for tower heights up to 5 frames plus a fully-extended
extension frame plus the maximum allowable screw-jack adjustment. For any proposed
use exceeding this limiting height, the Contractor shall furnish a statement signed by
the shoring manufacturer covering the specific installation. The statement shall provide
assurance that the shoring will carry the loads to be imposed without overstressing any
shoring component or reducing the required safety factor.
heavy-Duty Shoring Systems
Shoring capable of carrying up to 100-kips per tower leg is considered heavy duty
shoring. The following criteria applies to these systems.
If tower legs, including any extension unit, are utilized as single-post shores braced
in 1 direction only, the shores shall be analyzed as individual steel columns.
If the total height of the shoring does not exceed the height of a single tower unit,
including any extension unit, and if both the base and extension units are fully braced in
both directions in accordance with the manufacturer’s recommendations, individual tower
legs may be considered as capable of carrying the safe working load recommended by the
manufacturer without regard to the load on adjacent legs.
Page 6-50 2010 Standard Specifications M 41-10
6-02 cONcRETE STRucTuRES
If the shoring consists of 2 or more units stacked 1 above the other, either with or
without an extension unit, the differential leg loading within a given tower unit shall not
exceed the following limitations:
Differential Leg Loading
Maximum load on
any leg in the tower unit Maximum to Minimum load ratio
10-kips or less 10 to 1
10-kips to 50-kips 6 to 1
50-kips to 75-kips 5 to 1
75-kips or more 4 to 1
A complete stress analysis of steel beams used as continuous caps over 2 or more
tower units shall be performed to determine the effect of continuity on tower leg loads.
Resulting moment shear shall be added to or subtracted from the simple beam reaction
to obtain the actual leg load and may produce a significant load differential.
Heavy-duty shoring shall be diagonally braced or otherwise externally supported at
the top unless the towers are stable against overturning as defined in Section 6-02.3(17)A.
When designing external bracing, including cable bracing, attention shall be given to the
bracing connection to the falsework. Connections shall be designed to transfer horizontal
and vertical forces from the falsework to the bracing system without overstressing any
tower component. All external bracing, attachment locations, and connection details shall
be shown in the falsework plans.
6-02.3(17)E Stringers, Beams, Joists, Roadway Slab Support, and Deck Overhangs
All stringers, beams, joists, and roadway slab support shall be designed for
the design loads, deflections, and allowable stresses described in the preceding
Section 6-02.3(17)A, B, and C and for the following conditions.
At points of support, stringers, beams, joists, and trusses shall be restrained against
rotation about their longitudinal axis. The effect of biaxial bending shall be investigated
in all cases where falsework beams are not set plumb and the Structure cross-slope
exceeds 3-percent.
For box girder and T-beam bridges, the centerline of falsework beams or stringers
shall be located within 2-feet of the bridge girder stems and preferably directly under
the stems or webs. Stringers supporting formwork for concrete box girder and T-beam
slab overhangs shall be stiff enough so that the differential deflection due to the roadway
slab pour is no more than 3⁄16-inch between the outside edge of the roadway slab and the
exterior web even if camber strips can compensate for the deflection.
Friction shall not be relied upon for lateral stability of beams or stringers. If the
compression flange of a beam is not laterally restrained, the allowable bending stress
shall be reduced to prevent flange buckling. If flange restraint is provided and since it is
impossible to predict the direction in which a compression flange will buckle, positive
restraint shall be provided in both directions. Flange restraint shall be designed for
a minimum load of 2-percent of the calculated compression force in the beam flange
at the point under consideration.
Camber strips shall be used to compensate for falsework take-up and deflection,
vertical alignment, and the anticipated Structure dead load deflection shown in the
camber diagram in the Contract Plans. Camber is the adjustment to the profile of a load-
supporting beam or stringer so that the completed Structure will have the lines and grades
shown in the Plans. The dead load camber diagram shown in the Contract Plans is the
predicted Structure dead load deflection due to self mass. This dead load camber shall be
increased by:
2010 Standard Specifications M 41-10 Page 6-51
cONcRETE STRucTuRES 6-02
1. Amount of anticipated falsework take up;
2. Anticipated deflection of the falsework beam or stringer under the actual load
imposed; and
3. Any vertical curve compensation.
Camber strips shall be fastened by nailing to the top of wood members, or by
clamping or banding in the case of steel members. Camber strips shall have sufficient
contact bearing area to prevent crushing under total load. As a general rule, camber strips
are not required unless the total camber adjustment exceeds ¼-inch for exterior falsework
stringers and ½-inch for interior stringers.
On concrete box girder Structures, the forms supporting the roadway slab shall rest
on ledgers or similar supports and shall not be supported from the bottom slab except as
provided below. The form supports shall be fastened within 18-inches of the top of the
web walls, producing a clear span between web walls. The roadway slab forms may be
supported or posted from the bottom slab if the following conditions are met:
1. Permanent access, shown in the Contract Plans, is provided to the cells, and the
centerline to centerline distance between web walls is greater than 10-feet;
2. Falsework stringers designed for total load, stresses and deflections per Section
6-02.3(17)A and B are located directly below each row of posts;
3. Posts have adequate lateral restraint; and
4. All forms (including the roadway deck forms), posts, and bracing are
completely removed.
The falsework and forms on concrete box girder Structures supporting a sloping web
and deck overhang shall consist of a lateral support system which is designed to resist
all rotational forces acting on the stem, including those caused by the placement of deck
slab concrete, roadway deck formwork mass, finishing machine, and other live loads.
Stem reinforcing steel shall not be stressed by the construction of the roadway deck slab
placement. Overhang brackets shall not be used for the support of roadway slab forms
from sloping web concrete box girder bridges.
Deck slab forms between girders or webs shall be constructed such that there is
no differential settlement relative to the girders. The support systems for form panels
supporting concrete deck slabs and overhangs on girder bridges (such as steel plate
girders and prestressed girders) shall be designed as falsework. Falsework supporting
deck slabs and overhangs on girder bridges shall be supported directly by the girders so
that there will be no differential settlement between the girders and the deck forms during
placement of deck concrete.
6-02.3(17)F Bracing
All falsework bracing systems shall be designed to resist the horizontal design
load in all directions with the falsework in either the loaded or unloaded condition.
All bracing, connection details, specific locations of connections, and hardware used
shall be shown in the falsework plans. Falsework diagonal bracing shall be thoroughly
analyzed with particular attention given to the connections. The allowable stresses in the
diagonal braces may be controlled by the joint strength or the compression stability of the
diagonal. Timber bracing for timber falsework bents shall have connections designed per
Section 6-02.3(17)I. Any damaged cross-bracing, such as split timber members shall be
replaced. Steel strapping shall avoid making sharp angles or right-angle bends. A means
of preventing accidental loss of tension shall be provided for steel strapping. See Sections
6-02.3(17)A, B, and C for design loads and allowable stresses.
Bracing shall not be attached to concrete traffic barrier, guardrail posts, or guardrail.
To prevent falsework beam or stringer compression flange buckling, cross-bracing
members and connections shall be designed to carry tension as well as compression. All
Page 6-52 2010 Standard Specifications M 41-10
6-02 cONcRETE STRucTuRES
components, connection details and specific locations shall be shown in the falsework
plans. Bracing, blocking, struts, and ties required for positive lateral restraint of beam
flanges shall be installed at right angles to the beam in plan view. If possible, bracing
in adjacent bays shall be set in the same transverse plane. However, if because of skew
or other considerations, it is necessary to offset the bracing in adjacent bays, the offset
distance shall not exceed twice the depth of the beam.
All falsework and bracing shall be inspected by the Contractor for plumbness of
vertical support members, secure connections, tight cables, and straight bracing members
immediately prior to, during, and immediately after every concrete placement.
Bracing shall be provided to withstand all imposed loads during erection of the
falsework and all phases of construction for falsework adjacent to any Roadway,
sidewalk, or railroad track which is open to the public. All details of the falsework
system which contribute to horizontal stability and resistance to impact, including the
bolts in bracing, shall be installed at the time each element of the falsework is erected
and shall remain in place until the falsework is removed. The falsework plans shall
show provisions for any supplemental bracing or methods to be used to conform to this
requirement during each phase of erection and removal. Wind loads shall be included in
the design of such bracing or methods. Loads, connections, and materials for falsework
adjacent to Roadways, shall also be in accordance with Section 6-02.3(17)C.
cable or Tension Bracing Systems
When cables, wire rope, steel rod, or other types of tension bracing members are
used as external bracing to resist horizontal forces, or as temporary bracing to support
bents while falsework is being erected or removed adjacent to traffic, all elements of
the bracing system shall be shown in the falsework plans. Bracing shall not be attached
to concrete traffic barrier, guardrail posts, or guardrail. Any damaged bracing, such as
frayed and kinked guying systems shall be replaced. Wire rope shall avoid making sharp
angles or right-angle bends and a means of preventing accidental loss of tension shall be
provided. The following information shall be submitted to the Engineer for approval:
1. Cable diameter, rod, or tension member size, and allowable working load.
2. Location and method of attaching the cable, rod, or tension member to the
falsework. The connecting device shall be designed to transfer both horizontal
and vertical forces to the cable without overstressing any falsework component.
3. The type of cable connectors or fastening devices (such as U-bolt clips, plate
clamps, etc.) to be used and the efficiency factor for each type. If cables are to
be spliced, the splicing method shall be shown.
4. Method of tightening cables, rods, or tension members after installation if
tightening is necessary to ensure their effectiveness. Method of preventing
accidental loosening.
5. Anchorage details, including the size and mass of concrete anchor blocks, the
assumed coefficient of friction for surface anchorages, and the assumed lateral
soil bearing capacity for buried anchorages.
6. Method of pre-stretching or preloading cable or tension members.
7. Determination of the potential stretch or elongation of the tension member
under the design load and if the resulting lateral deflection will cause excessive
secondary stresses in the falsework.
Copies of manufacturer’s catalog or brochure showing technical data pertaining
to the type of cable to be used shall be furnished with the falsework plans. Technical
data shall include the cable diameter, the number of strands and the number of wires per
strand, ultimate breaking strength or recommended safe working strength, and any other
information as may be needed to identify the cable.
2010 Standard Specifications M 41-10 Page 6-53
cONcRETE STRucTuRES 6-02
In the absence of sufficient technical data to identify the cable, or if it is old and
obviously worn, the Contractor shall perform cable breaking tests to establish the safe
working load for each reel of cable furnished. For static guy cable the minimum factor of
safety shall be 3 to 1. The Contractor shall provide the Engineer an opportunity to witness
these tests.
When cable bracing is used to prevent the overturning of heavy-duty shoring,
attention shall be given to the connections by which forces are transferred from the
shoring to the cables. Cable restraint shall be designed to act through the cap system
to prevent the inadvertent application of forces which the shoring is not designed to
withstand. Cables shall not be attached to any tower component.
Cable splices made by lapping and clipping with “Crosby” type clamps shall not be
used. Other splicing methods may be used; however, at each location where the cable is
spliced, cable strength shall be verified by a load test.
When cables are used as external bracing to resist overturning of a falsework
system, the horizontal load to be carried by the cables shall be calculated as follows:
1. When used with heavy-duty shoring systems, cables shall be designed to
resist the difference between 1.25 times the total overturning moment and the
resistance to overturning provided by the individual falsework towers.
2. When used with pipe-frame shoring systems where supplemental bracing is
required, cables shall be designed to resist the difference between 1.25 times
the total overturning moment and the resistance to overturning provided by the
shoring system as a whole.
3. When used as external bracing to prevent overturning of all other types of
falsework, including temporary support during erection and removal of
falsework at traffic openings, cables shall be designed to resist 1.25 times the
total overturning moment.
The maximum allowable cable design load shall be determined using the following
criteria:
1. If the cable is new, or is in uniformly good condition, and if it can be identified
by reference to a manufacturer’s catalog or other technical publication, the
allowable load shall be the ultimate strength of the cable as specified by the
manufacturer, multiplied by the efficiency of the cable connector, and divided
by a safety factor of 3 (i.e., safe working load = breaking strength × connector
efficiency/safety factor).
2. If the cable is used but still in serviceable condition, or is new or nearly new but
cannot be found in a manufacturer’s catalog, the Contractor shall perform load
breaking tests. In this case, the cable design load shall not exceed the breaking
strength, as determined by the load test, multiplied by the connector efficiency
factor, and divided by a safety factor of 3.
3. If the cable is used and still in serviceable condition, or is a new or nearly new
cable which cannot be identified, and if load breaking tests are not performed,
the cable design load shall not exceed the safe working load shown in the wire
rope capacities table multiplied by the cable connector efficiency.
Cable connectors shall be designed in accordance with criteria shown in the
following tables “Efficiency of Wire Rope Connections” and “Applying Wire
Rope Clips.” Cable safe working loads are provided in table “Wire Rope
Capacities.”
Page 6-54 2010 Standard Specifications M 41-10
6-02 cONcRETE STRucTuRES
Efficiency of Wire Rope Connections
(As compared to Safe Loads on Wire Rope)
Type of Connection Connector Efficiency
Wire Rope 100%
Sockets — Zink Type 100%
Wedge Sockets 70%
Clips — Crosby Type With Thimble 80%
Knot and Clip (Contractors Knot)50%
Plate Clamp — 3 Bolt Type With Thimble 80%
Spliced Eye and Thimble:
¼" and smaller 100%
⅜" to ¾"95%
⅞" to 1"88%
1⅛" to 1½"82%
1⅝" to 2"75%
2⅛" and larger 70%
Wire Rope Capacities
Safe Load in Pounds for New Plow Steel Hoisting Rope
6-Strands of 19-Wires, Hemp Center
(Safety Factor of 6)
Diameter Inches Weight Lbs./Ft.Safe Load Lbs.
¼0.10 1,050
5⁄16 0.16 1,500
⅜0.23 2,250
7⁄16 0.31 3,070
½0.40 4,030
9⁄16 0.51 4,840
⅝0.63 6,330
¾0.95 7,930
7⁄8 1.29 10,730
1 1.60 15,000
1⅛2.03 18,600
1¼2.50 23,000
1⅜3.03 25,900
1½3.60 30,700
1⅝4.23 35,700
1¾4.90 41,300
Applying Wire Rope clips
The only correct method of attaching U-bolt wire rope clips to rope ends is to place
the base (saddle) of the clip against the live end of the rope, while the “U” of the bolt
presses against the dead end.
The clips are usually spaced about 6 rope diameters apart to give adequate holding
power. A wire-rope thimble shall be used in the loop eye to prevent kinking when
wire rope clips are used. The correct number of clips for safe application, and spacing
distances, are shown below:
2010 Standard Specifications M 41-10 Page 6-55
cONcRETE STRucTuRES 6-02
Number of Clips and Spacing for Safe Application
Number of Clips Minimum
Improved Plow Steel
Rope Diameter Inches Drop Forged Other Material Spacing (Inches)
⅜2 3 3
½3 4 3½
⅝3 4 4
¾4 5 4½
⅞4 5 5¼
1 5 6 6
1⅛6 6 6¾
1¼6 7 7½
1⅜7 7 8¼
1½7 8 9
Anchor Blocks
Concrete anchor blocks and connections used to resist forces from external bracing
shall be shown in the falsework plans. Concrete anchor blocks shall be proportioned
to resist both sliding and overturning. When designing anchor block stability, the mass
of the anchor block shall be reduced by the vertical component of the cable or brace
tension to obtain the net or effective mass to be used in the anchorage computations.
The coefficient of friction assumed in the design shall not exceed the following:
Friction Coefficient
Anchor block set on sand 0.40
Anchor block set on clay 0.50
Anchor block set on gravel 0.60
Anchor block set on pavement 0.60
Note: Multiply the friction coefficient by 0.67 if it is likely the supporting material is wet or will become wet during the
construction period.
The method of connecting the cable or brace to the anchor block is part of the
anchor block design. The connection shall be designed to resist both horizontal and
vertical forces.
Temporary Bracing for Bridge Girders
Bridge girders (such as steel plate girders and prestressed girders) shall be braced
and tied to resist forces that would cause rotation or torsion in the girders caused by the
placing of concrete for diaphragms or the deck. These conditions also apply to bridge
widenings and stage constructed bridges where construction sequences can cause rotation
or torsion in the girders. Falsework support brackets or braces shall not be welded to
structural steel members or reinforcing steel.
On prestressed girder spans, the Contractor shall install cross-bracing between
girders at each end and midspan to prevent lateral movement or rotation. This bracing
shall be placed prior to the release of the girders from the erection equipment. The
bracing shall not be removed until the diaphragms or the deck have been placed and
cured for a minimum of 24-hours.
When deck overhang or the distance from the centerline of the exterior girder
(or outside girder of a staged construction) to the near edge of the roadway slab on a
prestressed girder span exceeds the distances listed in the table below, the Contractor
shall provide extra bracing for the exterior girder at the midpoint between diaphragms
(or at more frequent intervals). This bracing shall include: (1) a cross-tie connecting the
Page 6-56 2010 Standard Specifications M 41-10
6-02 cONcRETE STRucTuRES
top flange of each exterior girder with its counterpart on the other side, and (2) braces
between the bottom flanges and top flanges of all girders.
Girder Series Distance in Inches
W42G 30
W50G 42
W58G 63
W74G 66
Prestressed concrete tub girders with webs with flanges 30
WF42G, WF50G, WF58G, WF74G, W83G, and W95G 70
W32BTG, W38BTG, and W62BTG 70
WF74PTG, W83PTG, and W95PTG 70
If a concrete finishing machine is supported at the outside edge of the slab, the
Contractor shall account for its added mass in the design of bracing.
Roadway deck forming systems may require bracing or ties between girders
for the girder to adequately support the form loading. When braces, struts, or ties are
required, they shall be designed and detailed by the Contractor and shall be shown in the
falsework/formwork plans submitted to the Engineer for approval. These braces, struts,
and ties shall be furnished and installed by the Contractor at no additional cost to the
Contracting Agency.
6-02.3(17)G Testing Falsework Devices
The Contractor shall establish the load capacity and deflection (or settlement)
of all friction collars and clamps, brackets, hangers, saddles, sand jacks, and similar
devices utilizing a recognized independent testing Laboratory approved by the Engineer.
Laboratory tests shall use the same materials and design that will be used on the
project. Test loads shall be applied to the device in the same manner that the device will
experience loading on the project. Any bolts or threaded rods used with the device shall
be identified as to diameter, length, type, grade, and torque. Any wedges, blocks, or shims
used with the device on the project shall also be tested with the device. Any adjustable
jack system used as a part of a device shall be tested with the device and shall have its
maximum safe working extended height identified. Devices shall not be tested in contact
with the permanent Structure. Independent members with the same properties as the
permanent Structure shall be used to test device connections.
At least 14-days prior to the test, the Contractor shall submit a test procedure and
scale drawing for the Engineer’s approval showing how the device will be tested and
how data will be collected. The Contractor shall provide the Engineer an opportunity to
witness these tests.
The approved independent testing Laboratory shall provide a certified test report
which shall be signed and dated. The test report shall clearly identify the device tested
including trademarks and model numbers; identify all parts and materials used, including
grade of steel, or lumber, member section dimensions; location, size, and the maximum
tested extended height of any adjustable jacks; indicate condition of materials used in the
device; indicate the size, length and location of all welds; indicate how much torque was
used with all bolts and threaded rods. The report shall describe how the device was tested,
report the results of the test, provide a scale drawing of the device showing the location(s)
of where deflections or settlements were measured, and show where load was applied.
Deflections or settlements shall be measured at load increments and the results shall
be clearly graphed and labeled. Prior to installation of falsework devices named in this
section, the Contractor shall submit the certified test reports to the Engineer for review
and approval.
2010 Standard Specifications M 41-10 Page 6-57
cONcRETE STRucTuRES 6-02
The safe working load for shop manufactured devices named in this section shall
be derived by dividing the ultimate strength by a safety factor of 2.0. The safe working
load for field fabricated or field modified devices (including the use of timber blocks or
wedges with the device) shall be determined by dividing the ultimate strength by a safety
factor of 3.0. Working load shall include masses of all successive concrete placements,
falsework, forms, all load transfer that takes place during post-tensioning, and any live
loads; such as workers, Roadway finishing machines, and concrete delivery systems.
The maximum allowable free end deflection of deck overhang brackets with combined
dead and live working loads applied shall be 3⁄16-inch even though deflection may be
compensated for by pre-cambering or setting the elevations high. The Contractor shall
comply with all manufacturer’s Specifications; including those relating to bolt torque,
cleaning and oiling of parts, and the reuse of material. Devices which are deteriorated,
bent, warped or have poorly fitted connections or welds, shall not be installed.
6-02.3(17)h Formwork Accessories
Formwork accessories such as form ties, form anchors, form hangers, anchoring
inserts, and similar hardware shall be specifically identified in the formwork plans
including the name and size of the hardware, manufacturer, safe working load, and factor
of safety. The grade of steel shall also be indicated for threaded rods, coil rods, and
similar hardware. Wire form ties and taper ties shall not be used. Welding or clamping
formwork accessories to Contract Plan reinforcing steel will not be allowed. Driven types
of anchorages for fastening forms or form supports to concrete, and Contractor fabricated
“J” hooks shall not be used. Field drilling of holes in prestressed girders is not allowed.
The following table from ACI 347R-88 provides minimum safety factors for
formwork accessories. The hardware proposed shall meet these minimum ultimate
strength requirements or the manufacturer’s minimum requirements, whichever provides
the greater factor of safety. The Contractor shall attach copies of the manufacturer’s
catalog cuts and/or test data of hardware proposed, to the formwork plans and submit
the falsework and formwork plans and calculations for review and approval per Section
6-02.3(16). In situations where catalog cuts and/or test data are not available, testing shall
be performed in accordance with Section 6-02.3(17)G.
Minimum Safety Factors of Formwork Accessories*
Accessory Safety
Factor Type of Construction
Form Tie 2.0 All applications.
Form Anchor 2.0 Formwork supporting form mass and concrete pressures only.
Form Anchor 3.0 Formwork supporting masses of forms, concrete, construction
live loads, and impact.
Form
Hangers
2.0 All applications.
Anchoring
Inserts
2.0 Placed in previous opposing concrete placement to act as an
anchor for form tie.
*Safety factors are based on ultimate strength of the formwork accessory.
The bearing area of external holding devices shall be adequate to prevent
excessive bearing stress on form lumber. Form ties and form hangers shall be arranged
symmetrically on the supporting members to minimize twisting or rotation of the
members. Form tie elongation shall not exceed the allowable deflection of the wale or
member that it supports. Inserts, bolts, coil rods, and other fasteners shall be analyzed
and designed for appropriately combined bending, shear, torsion, and tension stresses.
The formwork shall not be attached to Contract Plan rebar or rebar cages. However, the
Contractor may install additional reinforcing steel for formwork anchorage.
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6-02 cONcRETE STRucTuRES
Frictional resistance shall not be considered as contributing to the stability of any
connection or connecting device, except those designed as friction connectors such as
U-bolt friction-type connectors.
Form anchors and anchoring inserts shall be designed considering concrete strength
at time of loading, available embedment, location in the member, and any other factors
affecting their working strength, and shall be installed in concrete per the manufacturer’s
published requirements. Form anchors and anchoring inserts embedded in previous
concrete placements shall not be loaded until the concrete has reached the required design
strength. The required design strength of concrete for loading of an anchor shall be
shown in the formwork drawing if it is assumed that the anchor will be loaded before the
concrete has reached its 28-day strength.
Installation of permanent concrete inserts, such as form ties hangers, or embedded
anchor assemblies, shall permit removal of all metal to at least ½-inch below the concrete
surface. Holes shall be patched in accordance with Section 6-02.3(14). During removal
of the outer unit, the bond between the concrete and the inner unit or rod shall not
be broken.
6-02.3(17)I Timber connections
Timber connections shall be designed in accordance with the methods, stresses,
and loads allowed in the Timber Construction Manual, Third Edition by the American
Institute of Timber Construction (AITC). Timber falsework and formwork connections
shall be designed using wet condition stresses for all installations West of the Cascade
Range crest line and by criteria provided in the following sections. Frictional resistance
shall not be considered as contributing to the stability of any timber connection.
Bolted connections
Tabulated values in the AITC Timber Construction Manual-Third Edition are based
on square posts. For a round post or pile, the main member thickness shall be the side of a
square post having the same cross-sectional area as the round post used.
The AITC Table 6.20 for Douglas Fir-Larch bolt Group 3 and for Hem-Fir bolt
Group 8 show design values for bolts to be used when the load is applied either parallel
or perpendicular to the direction of the wood grain. When the load is applied at an angle
to the grain, as is the case with falsework bracing, the design value for the main member
shall be obtained from the Hankinson formula shown in the AITC manual.
Design values in the AITC Table 6.20 apply only to 3-member joints (bolt in double-
shear) in which the side members are each ½ the thickness of the main member. This
joint configuration is not typical of bridge falsework where side members are usually
much smaller than main members. For 2 member joints (single shear bolt condition), the
AITC Table 6.20 values shall be adjusted by a single shear load factor as follows:
1. 0.75 for installations East of the Cascade Range crest line, except as shown in
item 3 below;
2. 0.50 for installations West of the Cascade Range crest line; and
3. 0.50 for load acting at an angle to the bolt axis, as is the case with longitudinal
bracing when falsework bents are skewed.
Except for connections in falsework adjacent to or over railroads or Roadways,
threaded rods and coil rods may be used in place of bolts of the same diameter with
no reduction in the tabulated values. At openings for Roadways and railroads, all
connections shall be bolted using ⅝-inch diameter or larger through bolts.
Bolt holes shall be a minimum 1⁄32-inch to a maximum ⅛-inch larger than the bolt
diameter. A washer not less than a standard cut washer shall be installed between the
wood and the bolt head and between the wood and the nut to distribute the bearing stress
under the bolt head and nut and to avoid crushing the fibers. In lieu of standard cut
washers, metal plates or straps with dimensions at least equal to that of a standard cut
washer may be substituted.
2010 Standard Specifications M 41-10 Page 6-59
cONcRETE STRucTuRES 6-02
When steel bars or shapes are used as diagonal bracing, the tabulated design values
shown in AITC Table 6.20 for the main members loaded parallel to grain (P value) are
increased 75-percent for joints made with bolts ½-inch or less in diameter, 25-percent
for joints made with bolts 1½-inch in diameter, and proportionally for intermediate
diameters. No increase in the tabulated values is allowed for perpendicular-to-grain
loading (Q value).
Clearance requirements for end, edge, and bolt spacing distance shall be as shown
below. All distances are measured from the end or side of the wood member to the center
of the bolt hole. For members which are subject to load reversals the larger controlling
distances shall be used for design. For parallel-to-grain loading, the minimum distances
for full design load:
1. In tension, minimum end distance shall be 7 times the bolt diameter;
2. In compression, minimum end distance shall be 4 times the bolt diameter; and
3. In tension or compression, the minimum edge distance shall be 1.5 times the
bolt diameter.
For perpendicular-to-grain loading, the minimum distance for full design load:
1. Minimum end distance shall be 4 times the bolt diameter;
2. Edge distance toward which the load is acting shall be at least 4 times the bolt
diameter; and
3. Distance on the opposite edge shall be at least 1.5 bolt diameters.
Minimum clearance (spacing) between adjacent bolts in a row shall be 4 times the
bolt diameter, measured center-to-center of the bolt holes.
When more than 2 bolts are used in a line parallel to the axis of the side member,
additional requirements shall be followed as shown in the AITC manual.
lag Screw connections
Design values for lag screws subject to withdrawal loading are found in AITC Table
6.27. Values for wood having a specific gravity of 0.51 for Douglas Fir-Larch or 0.42 for
Hem-Fir shall be assumed when using the table. The withdrawal values are in pounds per
inch of penetration of the threaded part of the lag screw into the side grain of the member
holding the point, with the axis of the screw perpendicular to that member. The maximum
load on a given screw shall not exceed the allowable tensile strength of the screw at the
root section.
AITC recommends against subjecting lag screws to end-grain withdrawal loading.
However, if this condition cannot be avoided, the design value shall be 75-percent of the
corresponding value for withdrawal from the side grain.
Values in the Group II wood species column shall be used for Douglas Fir-Larch and
the Group III wood species column shall be used for Hem-Fir. When the load is applied
at an angle to the grain, as is the case with falsework bracing, the design value shall be
obtained from the Hankinson formula shown in the AITC manual.
When lag screws are subjected to a combined lateral and withdrawal loading, as
would be the case with longitudinal bracing when the falsework bents are skewed, the
effect of the lateral and withdrawal forces shall be determined separately. The withdrawal
component of the applied load shall not exceed the allowable value in withdrawal. The
lateral component of the applied load shall not exceed the allowable lateral load value.
Lag screws shall be inserted in lead holes as follows:
1. The clearance hole for the shank shall have the same diameter as the shank,
and the same depth of penetration as the length of unthreaded shank;
2. The lead hole for the threaded portion shall have a diameter equal to 60 to
75-percent of the shank diameter and a length equal to at least the length of
the threaded portion. The larger percentile figure in each range shall apply to
screws of the greater diameters used in Group II wood species;
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6-02 cONcRETE STRucTuRES
3. The threaded portion of the screw shall be inserted in its lead hole by turning
with a wrench, not by driving with a hammer; and
4. To facilitate insertion, soap or other lubricant shall be used on the screws or in
the lead hole.
Drift Pin and Drift Bolt connections
When drift pins or drift bolts are used, the required length and penetration shall be
determined using the following criteria. The lateral load-carrying capacity of drift pins
and drift bolts driven into the side grain of a wood member shall be limited to 75-percent
of the design values for a common bolt of the same diameter and length in the main
member. For drift pin connections, the pin penetration into the connected members shall
be increased to compensate for the absence of a bolt head and nut. For drift bolts or pins
driven into the end grain of a member, the lateral load-carrying capacity shall be limited
to 60-percent of the allowable side grain load (perpendicular to grain value) for an equal
diameter bolt with nut. To develop this allowable load the drift bolt or pin shall penetrate
at least 12-diameters into the end grain. To fully develop the allowable load of the drift
bolts or pins, they shall be driven into predrilled holes, 1⁄16-inch less in diameter than the
drift pin or bolt diameter.
The criteria shown in the AITC Timber Construction Manual-Third Edition shall
apply to drift bolt or pin connection allowable loads for the following conditions:
1. Withdrawal resistance; and
2. When there are more than 2 drift bolts or pins in a joint, allowable loads shall
be further reduced by applying applicable modification factors shown in the
AITC Table 6.3.
Nailed and Spiked Joints
Joints using nails or spikes shall conform to the provisions of AITC. For side grain
withdrawal, the values in AITC Table 6.35 for wood having a specific gravity of 0.51 for
Douglas Fir-Larch and a specific gravity of 0.42 for Hem-Fir shall be used. End grain
withdrawal shall not be used. For lateral loading, the values in AITC Table 6.36 for wood
species Group II for Douglas Fir-Larch and wood species Group III for Hem-Fir shall be
used. Diameters listed in the tables apply to fasteners before application of any protective
coating.
When more than 1 nail or spike is used in a joint, the total design value for the joint
in withdrawal or lateral resistance shall be the sum of the design values for the individual
nails or spikes.
The tabulated design values for lateral loads are valid only when the nail penetrates
into the main member at least 11-diameters for Douglas Fir-Larch and 13-diameters
for Hem-Fir. Note that the values are maximum values for the type and size of fastener
shown. The tabulated values shall not be increased even if the actual penetration
is exceeded.
When main member penetration is less than 11-diameters for Douglas Fir-Larch
and 13-diameters for Hem-Fir, the design value shall be determined by straight-line
interpolation between zero and the tabulated load, except that penetration shall not be less
than ⅓ of that specified.
Double-headed or duplex nails used in falsework and formwork construction are
shorter than common wire nails or box nails of the same size designation. They have
less penetration into the main member and therefore their load-carrying capacity shall be
adjusted accordingly.
Nail and spike minimum spacing in timber connections shall be as follows:
1. The average center-to-center distance between adjacent nails, measured in any
direction, shall not be less than the required penetration into the main member
for the size of nail being used; and
2010 Standard Specifications M 41-10 Page 6-61
cONcRETE STRucTuRES 6-02
2. The minimum end distance in the side member, and the minimum edge distance
in both the side member and the main member, shall not be less than ½ of the
required penetration.
Allowable values for withdrawal and lateral load resistance are reduced when toe
nails are used in accordance with the following:
1. For withdrawal loading, the design load shall not exceed ⅔ of the value shown
in the applicable design table; and
2. For lateral loading, the design load shall not exceed 5⁄6 of the value shown in the
applicable design table.
Toe nails are recommended to be driven at an approximate angle of 30-degrees with
the piece and started approximately ⅓ of the length of the nail from the end or side of
the piece.
Timber connection Adjustment for Duration of load
Tabulated values for timber fasteners are for normal duration of load and may
be increased for short duration loading, except for connections used in falsework and
formwork for post tensioned Structures and staged construction sequences. Duration
of load adjustment for timber connections shall not be allowed for all post tensioned
Structures and for staged construction sequences where delayed and/or staged loading
occurs for any type of concrete Structure. The adjustment for duration of load as
described in this section applies only to design values for timber connectors, such as
nails, bolts, and lag screws. Allowable stresses for timber and structural steel components
used in the connection, as described in Section 6-02.3(17)B, are maximums and thus shall
not be increased.
Tabulated values for nails, bolts, and lag screws may be adjusted by the following
duration-of-load factors:
1. 1.25 for falsework design governed by the minimum design horizontal load
or greater (3-percent or greater of the dead load);
2. 1.33 for falsework design governed by wind load; and
3. 2.00 for falsework design governed by impact loading.
6-02.3(17)J Face lumber, Studs, Wales, and Metal Forms
Elements of this section shall be designed for the loads, allowable stresses,
deflections, and conditions which pertain from other subsections of Section 6-02.3(17).
Forms battered or inclined above the concrete will tend to lift up as concrete is
placed and shall have positive anchorage or counterweights designed to resist uplift and
shall be shown in the formwork plans. Where the concrete pouring sequence causes fresh
concrete to be significantly higher along one side of tied forms than the opposite side, a
positive form anchorage system shall be designed capable of resisting the imbalance of
horizontal thrust, and prevent the dislocation and sliding of the entire form unit.
Wooden forms shall be faced with smooth sanded, exterior plywood. This plywood
shall meet the requirements of the National Bureau of Standards, U.S. Product Standard
PS 1, and the Design Specification of the American Plywood Association (APA). Each
full sheet shall bear the APA stamp. The Contractor shall list in the form plans the grade
and class of plywood. If the Engineer approves the manufacturer’s certification of
structural properties, the Contractor may use plywood that does not carry the APA stamp.
Plywood panels stamped “shop” or “shop cutting,” shall not be used.
Plyform is an APA plywood specifically designed and manufactured for concrete
forming. Plyform differs from conventional exterior plywood grades in strength and the
exterior face panels are sanded smooth and factory oiled. Likewise, there is a significant
difference between grades designated Class 1, Class 2, and Structural I Plyform.
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6-02 cONcRETE STRucTuRES
The grades of plywood for various form applications shall be as follows:
1. Traffic and Pedestrian Barriers (except those that will receive an
architectural surface treatment) — Plywood used for these surfaces shall
be APA grade High Density Overlaid (HDO) Plyform Class I. But if the
Contractor coats the form to prevent it from leaving joint and grain marks on
the surface, plywood that meets or exceeds APA grades B-B Plyform Class I
or B-C (Group I species) may be used. Under this option, the Contractor shall
provide for the Engineer’s approval a 4-foot square, test panel of concrete
formed with the same plywood and coating as proposed in the form plans. This
panel shall include 1 form joint along its centerline. The Contractor shall apply
coating material, according to the manufacturer’s instructions, before applying
chemical release agents.
2. Other Exposed Surfaces (all but those on traffic and pedestrian barriers) —
Plywood used to form these surfaces shall meet or exceed the requirements of
APA grades B-B Plyform Class I or B-C (Group I series). If 1 face is less than
B quality, the B (or better) face shall contact the concrete.
3. unexposed Surfaces (such as the undersides of roadway slabs between girders,
the interiors of box girders, etc., and traffic and pedestrian barriers where
surfaces will receive an architectural treatment) — Plywood used to form these
surfaces may be APA grade CDX, provided the Contractor complies with stress
and deflection requirements stated elsewhere in these Specifications.
Form joints on an exposed surface shall be in a horizontal or vertical plane. But in
wingwalls and box girders, side form joints shall be placed at right angles and parallel
to the Roadway grade. Joints parallel to studs or joists shall be backed by a stud or joist.
Joints at right angles to studs and joists shall be backed by a stud or other backing the
Engineer approves. Perpendicular backing is not required if studs or joists are spaced:
1. Nine-inches or less on center and covered with ½-inch plywood, or
2. Twelve-inches or less on center and covered with ¾-inch plywood.
The face grain of plywood shall run perpendicular to studs or joists unless shown
otherwise on the Contractor’s formwork plans and approved by the Engineer. Proposals
to deviate from the perpendicular orientation shall be accompanied by supporting
calculations of the stresses and deflections.
Forming for all exposed curved surfaces shall follow the shape of the curve shown
in the Contract Plans and shall not be chorded except as follows. On any retaining wall
that follows a horizontal circular curve, the wall stems may be a series of short chords if:
1. The chords within the panel are the same length, unless otherwise approved by
the Engineer;
2. The chords do not vary from a true curve by more than ½-inch at any point; and
3. All panel points are on the true curve.
Where architectural treatment is required, the angle point for chords in wall stems
shall fall at vertical rustication joints.
For exposed surfaces of abutments, wingwalls, piers, retaining walls, and columns,
the Contractor shall build forms of plywood at least ¾-inch thick with studs no more
than 12-inches on center. The Engineer may approve exceptions, but deflection of
the plywood, studs, or wales shall never exceed 1⁄360 of the span (or 1⁄270 of the span for
unexposed surfaces, including the bottom of the deck slab between girders).
All form plywood shall be at least ½-inch thick except on sharply curved surfaces.
There, the Contractor may use ¼-inch plywood if it is backed firmly with heavier
material.
2010 Standard Specifications M 41-10 Page 6-63
cONcRETE STRucTuRES 6-02
Round columns or rounded pier shafts shall be formed with a self-supporting metal
shell form or form tube that leaves a smooth, nonspiralling surface. Wood forms are not
permitted.
Metal forms shall not be used elsewhere unless the Engineer is satisfied with the
surface and approves in writing. The Engineer may withdraw approval for metal forms at
any time. If permitted to use a combination of wood and metal in forms, the Contractor
shall coat the forms so that the texture produced by the wood matches that of the metal.
Aluminum shall not be used for metal forms.
For design purposes, the Contractor shall assume that on vertical surfaces concrete
exerts 150-pounds per sq. ft. per foot of depth. However, when the depth is reached
where the rate of placement controls the pressure, the following table applies:
Rate of Placing
Feet per Hour
Pressure, Pounds per Square Foot for Temperature
of Concrete as Shown
60°F 70°F and above
2 470 375
3 640 565
4 725 625
5 815 690
6 900 750
7 990 815
8 1,075 875
9 1,165 935
10 1,250 1,000
15 1,670 1,300
The pressures in the above table have been increased to provide an allowance for the
vibration and impact.
All corners shall be beveled ¾-inch. However, footings, footing pedestals, and seals
need not be beveled unless required in the Plans.
All forms shall be as mortar-tight as possible with no water standing in them as the
concrete is placed.
The Contractor shall apply a parting compound on forms for exposed concrete
surfaces. This compound shall be a chemical release agent that permits the forms to
separate cleanly from the concrete. The compound shall not penetrate or stain the surface
and shall not attract dirt or other foreign matter. After the forms are removed, the concrete
surface shall be dust-free and have a uniform appearance. The Contractor shall apply the
compound at the manufacturer’s recommended rate to produce a surface free of dusting
action and yet provide easy removal of the forms.
If an exposed concrete surface will be sealed, the release agent shall not contain
silicone resin. Before applying the agent, the Contractor shall provide the Engineer a
written statement from the manufacturer stating whether the resin in the base material is
silicone or nonsilicone.
The Contractor shall select a parting compound from the current Qualified Products
List, or submit to the Engineer a sample of the parting compound at least 10-working
days before its use. Approval or disapproval shall be based on Laboratory test results or
selection off the current Qualified Products List.
The Engineer may reject any forms that will not produce a satisfactory surface.
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6-02 cONcRETE STRucTuRES
6-02.3(17)k concrete Forms on Steel Spans
Concrete forms on all steel Structures shall be removable and shall not remain in
place. Where needed, the forms shall have openings for truss or girder members. Each
opening shall be large enough to leave at least 1½-inches between the concrete and steel
on all sides of the steel member after the forms have been removed. Unit Contract prices
cover all costs related to these openings.
Any form support for a roadway slab that rests on a plate girder flange shall apply
the load within 6-inches of the girder web centerline. The Contractor shall not weld any
part of the form to any steel member.
The compression member or bottom connection of cantilever formwork support
brackets shall bear either within 6-inches maximum vertically of the bottom flange
or within 6-inches maximum horizontally of a vertical web stiffener. The Contractor
shall also furnish and install temporary struts and ties to prevent rotation of the steel
girder. Partial depth cantilever formwork support brackets that do not conform to the
above requirements shall not be used, unless the Contractor submits details showing the
additional formwork struts and ties used to brace the steel girder against web distortion
caused by the partial depth bracket, and receives the Engineer’s approval of the submittal.
If the Engineer permits bolt holes in the web to support form brackets, the holes
shall be shop drilled unless otherwise approved by the Engineer. The Contractor shall
fill the holes with fully torqued AASHTO M 164 bolts per Section 6-03.3(33). Each bolt
head shall be placed on the exterior side of the web. There shall be no holes made in the
flanges.
6-02.3(17)l Finishing Machine Support System
Before using any finishing machine, the Contractor shall obtain the Engineer ’s
approval of detailed drawings that show the system proposed to support it. The
Contractor shall not attach this (or any other) equipment support system to the sides or
suspend it from any girder unless the Engineer permits. The Engineer will not permit
such a method if it will unduly alter stress patterns or create too much stress in the girder.
6-02.3(17)M Restricted Overhead clearance Sign
The Contractor shall notify the Engineer not less than 15-working days before the
anticipated start of each falsework and girder erection operation whenever such falsework
or girders will reduce clearances available to the public traffic. Falsework openings shall
not be more restrictive to traffic than shown in the Contract Plans.
Where the height of vehicular openings through falsework is less than 15-feet, a
W 12-2 “Low Clearance Symbol Sign” shall be erected on the Shoulder in advance of
the falsework and 2 or more W 12-301 and/or W 12-302 signs shall be attached to the
falsework to provide accurate usable clearance information over the entire falsework
opening. The posted low clearance shall include an allowance for anticipated falsework
girder deflection (rounded-up to the next whole inch) due to design dead load, including
all successive concrete pours. W 12-302 signs shall be used to designate prominent
clearance restrictions and limits of usable clearance. In addition, where the clearance
is less than the legal height limit (14-feet 0-inches), a W 12-2 sign shall be erected in
advance of the nearest intersecting road or wide point in the road at which a vehicle can
detour or turn around. A W 13-501 sign indicating the distance to the low clearance shall
be installed below the advance sign. The Engineer will furnish the above noted signs and
the Contractor shall erect and maintain them, all in accordance with Section 1-10.3(3).
When erecting falsework that restricts overhead clearance above a railroad track, the
Contractor shall immediately (as soon as the restriction occurs) place restricted overhead
clearance signs. Sign details are shown in the Standard Plans. Unit Contract prices cover
all costs relating to these signs.
2010 Standard Specifications M 41-10 Page 6-65
cONcRETE STRucTuRES 6-02
6-02.3(17)N Removal of Falsework and Forms
The Engineer will decide, on the basis of post-placement curing conditions, the
exact number of days that shall elapse before form or falsework removal. If the Engineer
does not specify otherwise, the Contractor may request to remove forms based on the
criteria listed in the table below. Both compressive strength and number of days criteria
must be met if both are listed. The number of days shall be from the time of the last pour
the forms support. In no case shall the Contractor remove forms or falsework without the
Engineer’s approval.
Concrete Placed In
Percent of
Specified Minimum
Compressive Strength
Number
of Days
Columns, walls, non-sloping box girder webs,
abutments, footings, traffic and pedestrian barriers,
and any other side form not supporting the
concrete weight.
—3
Crossbeams, pier caps, struts, inclined columns
and inclined walls.1 80 5
Roadway slabs supported on wood or steel
stringers or on steel or prestressed concrete
girders.1, 2
80 10
Box girders, T-beam girders, and flat-slab
Superstructure.1, 2 80 14
Arches.1, 2 —21
Notes:
1. Where forms support the concrete weight.
2. Where continuous spans are involved, the time for all spans will be determined by the last concrete
placed affecting any span.
Before releasing supports from beneath beams and girders, the Contractor shall
remove forms from columns to enable the Engineer to inspect the column concrete.
The Contractor may remove the side forms of footings 24-hours after concrete
placement if a curing compound is applied immediately. This compound shall not be
applied to that area of the construction joint between the footing and the column or wall.
The Contractor may remove side forms not supporting the concrete weight 24-hours
after concrete placement if the concrete reaches a compressive strength of 1400-psi
before form removal. This strength shall be proved by test cylinders made from the last
concrete placed into the form. The cylinders shall be cured according to WSDOT FOP for
AASHTO T 23.
Wet curing shall comply with the requirements of Section 6-02.3(11). The concrete
surface shall not become dry during form removal or during the entire curing period.
Before placing forms for traffic and pedestrian barriers, the Contractor shall
completely release all falsework under spans.
Before releasing forms under concrete subjected to temperatures colder than 50°F,
the Contractor shall first prove that the concrete meets desired strength — regardless of
the time that has elapsed.
The Engineer may approve leaving in place forms for footings in cofferdams or
cribs. This decision will be based on whether removing them would harm the cofferdam
or crib and whether the forms will show in the finished Structure.
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6-02 cONcRETE STRucTuRES
All cells of a box girder Structure which have permanent access shall have all forms
completely removed, including the roadway deck forms. All debris and all projections
into the cells shall be removed. Unless otherwise shown in the Plans, the roadway slab
interior forms in all other cells where no permanent access is available, may be left
in place.
Falsework and forms supporting sloping exterior webs shall not be released until the
roadway deck and deck overhang concrete has obtained its removal strength and number
of days criteria listed in the table above. Stem reshoring shall not be used.
Open joints shown in the Plans shall have all forms completely removed, including
Styrofoam products and form anchors, allowing the completed Structure to move freely.
If the Contractor intends to support or suspend falsework and formwork from the
bridge Structure while the falsework and formwork is being removed, the Contractor
shall submit a falsework and formwork removal plan and calculations for review and
approval. The falsework and formwork removal plan shall include the following:
1. The location and size of any cast-in-place falsework lowering holes and how
the holes are to be filled;
2. The location, capacity, and size of any attachments, beams, cables, and
other hardware used to attach to the Structure or support the falsework and
formwork;
3. The type, capacity and factor of safety, weight, and spacing of points of
reaction of lowering equipment; and
4. The weight at each support point of the falsework and formwork being lowered.
All other forms shall be removed whether above or below the level of the ground or
water. Sections 6-02.3(7) and 6-02.3(8) govern form removal for concrete exposed to sea
water or to alkaline water or soil. The forms inside of hollow piers, girders, abutments,
etc. shall be removed through openings shown in the Plans or approved by the Engineer.
6-02.3(17)O Early concrete Test cylinder Breaks
The fabrication, curing, and testing of the early cylinders shall be the responsibility
of the Contractor. Early cylinders are defined as all cylinders tested in advance of the
design age of 28-days whose purpose is to determine the in-place strength of concrete
in a Structure prior to applying loads or stresses. The Contractor shall retain a testing
Laboratory to perform this Work. Testing Laboratories’ equipment shall be calibrated
within 1-year prior to testing and testers shall be either ACI certified or qualified in
accordance with AASHTO R 18.
The concrete cylinders shall be molded in accordance with WSDOT FOP for
AASHTO T 23 from concrete last placed in the forms and representative of the quality
of concrete placed in that pour.
The cylinders shall be cured in accordance with WSDOT FOP for AASHTO T 23.
The concrete cylinders shall be tested for compressive strength in accordance with
AASHTO T 22. The number of early cylinder breaks shall be in accordance with the
Contractor’s need and as approved by the Engineer.
The Contractor shall furnish the Engineer with all test results, proof of equipment
calibration, and tester’s certification. The test results will be reviewed and approved
before any forms are removed. The Contractor shall not remove forms without the
approval of the Engineer.
All costs in connection with furnishing cylinder molds, fabrication, curing, and
testing of early cylinders shall be included in the unit Contract prices for the various Bid
items of Work involved.
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cONcRETE STRucTuRES 6-02
6-02.3(18) Placing Anchor Bolts
The Contractor shall comply with the following requirements in setting anchor bolts
in piers, abutments, or pedestals:
1. If set in the wet concrete, the bolts shall be accurately placed before the
concrete is placed.
2. If the bolts are set in drilled holes, hole diameter shall exceed bolt diameter by
at least 1-inch. Grouting shall comply with Section 6-02.3(20).
3. If the bolts are set in pipe, grouting shall comply with Section 6-02.3(20).
4. If freezing weather occurs before bolts can be grouted into sleeves or holes,
they shall be filled with an approved antifreeze solution (non-evaporating).
6-02.3(19) Bridge Bearings
6-02.3(19)A Vacant
6-02.3(19)B Bridge Bearing Assemblies
For all fixed, sliding, or rolling bearings, the Contractor shall:
1. Machine all sliding and rolling surfaces true, smooth, and parallel to the
movement of the bearing;
2. Polish all sliding surfaces;
3. Anchor expansion bearings securely, setting them true to line and grade;
4. Avoid placing concrete in such a way that it might interfere with the free action
of any sliding or rolling surface.
Grout placement under steel bearings shall comply with Section 6-02.3(20).
6-02.3(20) Grout for Anchor Bolts and Bridge Bearings
Grout shall conform to Section 9-20.3(2)
Grout shall be a workable mix with viscosity that is suitable for the intended
application.
If the Contractor elects to use a prepackaged grout, it shall conform to Section
9-20.3(2) for bearing assemblies with bearing plates, and shall conform to Section
9-20.3(3) for elastomeric bearing pads and fabric pad bearings without bearing plates.
If the Contractor elects to use a neat cement grout it shall conform to 9-20.3(4).
The Contractor shall receive approval from the Engineer before using the grout.
Field grout cubes shall be made in accordance with WSDOT Test Method 813 for
either prepackaged grout or a Contractor provided mix when requested by the Engineer,
but not less than 1 per bridge pier or 1 per day.
Before placing grout, the concrete on which it is to be placed shall be thoroughly
cleaned, roughened, and wetted with water to ensure proper bonding. The grout pad shall
be cured as recommended by the manufacturer or kept continuously wet with water for
3-days. The grout pad may be loaded when a minimum of 4000-psi compressive strength
is attained.
Before placing grout into anchor bolt sleeves or holes, the cavity shall be thoroughly
cleaned and wetted to ensure proper bonding.
To grout bridge bearing masonry plates, the Contractor shall:
1. Build a form approximately 4-inches high with sides 4-inches outside the base
of each masonry plate;
2. Fill each form to the top with grout;
3. Work grout under all parts of each masonry plate;
Page 6-68 2010 Standard Specifications M 41-10
6-02 cONcRETE STRucTuRES
4. Remove each form after the grout has hardened;
5. Remove the grout outside each masonry plate to the base of the masonry plate;
6. Bevel off the grout neatly to the top of the masonry; and
7. Place no additional load on the masonry plate until the grout has set at least
72-hours.
After all grout under the masonry plate and in the anchor bolt cavities has attained
a minimum strength of 4,000-psi, the anchor bolt nuts shall be tightened to snug-tight.
“Snug-tight” means either the tightness reached by (1) a few blows from an impact
wrench, or (2) the full effort of a person using a spud wrench. Once the nut is snug-tight,
the anchor bolt threads shall be burred just enough to prevent loosening of the nut.
6-02.3(21) Drainage of Box Girder cells
To drain box girder cells, the Contractor shall provide and install, according to
details in the Plans, short lengths of nonmetallic pipe in the bottom slab at the low point
of each cell. The pipe shall have a minimum inside diameter of 4-inches. If the difference
in Plan elevation is 2-inches or less, the Contractor shall install pipe in each end of the
box girder cell. All drainage holes shall be screened in accordance with the Plan details.
6-02.3(22) Drainage of Substructure
The Contractor shall use weep holes and gravel backfill that complies with
Section 9-03.12(2) to drain fill material behind retaining walls, abutments, tunnels, and
wingwalls. To maintain thorough drainage, weep holes shall be placed as low as possible.
Weep holes shall be covered with geotextile meeting the requirements of Section 9-33.2,
Table 2 Class C before backfilling. Geotextile screening shall be bonded to the concrete
with an approved adhesive. Gravel backfill shall be placed and compacted as required in
Section 2-09.3(1)E. In addition, if the Plans require, tiling, French or rock drains, or other
drainage devices shall be installed.
If underdrains are not installed behind the wall or abutment, all backfill within
18-inches of weep holes shall comply with Section 9-03.12(4). Unless the Plans require
otherwise, all other backfill behind the wall or abutment shall be gravel backfill for walls.
6-02.3(23) Opening to Traffic
Bridges with a roadway slab made of Portland cement concrete shall remain closed
to all traffic, including construction equipment, until the concrete has reached the 28-day
specified compressive strength. This strength shall be determined with cylinders made of
the same concrete as the Roadway and cured under the same conditions. A concrete deck
bridge shall never be opened to traffic earlier than 10-days after the deck concrete was
placed and never before the Engineer has approved.
For load restrictions on bridges under construction, refer to Section 6-01.6.
6-02.3(24) Reinforcement
Although the Plans normally include a bar list and bending diagram, these shall be
used at the Contractor’s risk. The Engineer advises the Contractor to check the order from
the Plans.
Before delivery of the reinforcing bars, the Contractor shall submit to the Engineer
2 informational copies of the supplemental bending diagrams.
Various steel reinforcing bars, including those in crossbeams, may be shown as
straight in the bar list sheets of the Plans. The Contractor shall bend these bars as required
to conform to the configuration of the Structure and as detailed in the Plans.
2010 Standard Specifications M 41-10 Page 6-69
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6-02.3(24)A Field Bending
If the Plans call for field bending of steel reinforcing bars, the Contractor shall bend
them in keeping with the Structure configuration and the Plans and Specifications.
Bending steel reinforcing bars partly embedded in concrete shall be done as follows:
Field bending shall not be done:
1. On bars size No. 14 or No. 18,
2. When air temperature is lower than 45°F,
3. By means of hammer blows or pipe sleeves, or
4. While bar temperature is in the range of 400° to 700°F.
In field-bending steel reinforcing bars, the Contractor shall:
1. Make the bend gradually;
2. Apply heat as described in Tables 2 and 3 for bending bar sizes No. 6 thru
No. 11 and for bending bar sizes No. 5 and smaller when the bars have been
previously bent. Previously unbent bars of sizes No. 5 and smaller may be bent
without heating;
3. Use a bending tool equipped with a bending diameter as listed in Table 1;
4. Limit any bend to these maximums — 135-degrees for bars smaller than size
No. 9, and 90-degrees for bars size No. 9 and No. 11;
5. Straighten by moving a hickey bar (if used) progressively around the bend.
In applying heat for field-bending steel reinforcing bars, the Contractor shall:
1. Use a method that will avoid damages to the concrete;
2. Insulate any concrete within 6-inches of the heated bar area;
3. Ensure, by using temperature-indicating crayons or other suitable means,
that steel temperature never exceeds the maximum temperatures shown in
Table 2 below;
4. Maintain the steel temperature within the required range shown in
Table 2 below during the entire bending process;
5. Apply 2 heat tips simultaneously at opposite sides of bars larger than size No. 6
to assure a uniform temperature throughout the thickness of the bar. For size
No. 6 and smaller bars, apply 2 heat tips, if necessary;
6. Apply the heat for a long enough time that within the bend area the entire
thickness of the bar — including its center — reaches the required temperature;
7. Bend immediately after the required temperature has been reached;
8. Heat at least as much of the bar as Table 3 below requires;
9. Locate the heated section of the bar to include the entire bending length; and
10. Never cool bars artificially with water, forced air, or other means.
Table 1
Bending Diameters for Field-Bending Reinforcing Bars
Bend Diameter/Bar Diameter Ratio
Bar Size Heat Not Applied Heat Applied
No. 4, No. 5 8 8
No. 6 through No. 9 Not Permitted 8
No. 10, No. 11 Not Permitted 10
The minimum bending diameters for stirrups and ties for No. 4 and No. 5 bars when
heat is not applied shall be specified in Section 9-07.
Page 6-70 2010 Standard Specifications M 41-10
6-02 cONcRETE STRucTuRES
Table 2
Preheating Temperatures for Field-Bending Reinforcing Bars
Temperature (F)
Bar Size Minimum Maximum
No. 4 1,200 1,250
No. 5, No. 6 1,350 1,400
No. 7 through No. 9 1,400 1,450
No. 10, No. 11 1,450 1,500
Table 3
Minimum Bar Length to be Heated (d = nominal diameter of bar)
Bend Angle
Bar Size 45°90°135°
No. 4 through No. 8 8d 12d 15d
No. 9 8d 12d Not Permitted
No. 10, No. 11 9d 14d Not Permitted
6-02.3(24)B Protection of Materials
The Contractor shall protect reinforcing steel from all damage. When placed into
the Structure, the steel shall be free from dirt, loose rust or mill scale, paint, oil, and other
foreign matter.
When transporting, storing, or constructing in close proximity to bodies of salt
water, plain and epoxy-coated steel reinforcing bar shall be kept in enclosures that
provide protection from the elements.
If plain or epoxy-coated steel reinforcing bar is exposed to mist, spray, or fog that
may contain salt, it shall be flushed with fresh water prior to concrete placement.
When the Engineer requires protection for reinforcing steel that will remain exposed
for a length of time, the Contractor shall protect the reinforcing steel:
1. By cleaning and applying a coat of paint conforming to Section 9-08.1(2)B
over all exposed surfaces of steel, or
2. By cleaning and painting paint conforming to Section 9-08.1(2)B on the first
6-inches of the steel bars protruding from the concrete and covering the bars
with polyethylene sleeves.
The paint shall have a minimum dry film thickness of 1-mil.
6-02.3(24)c Placing and Fastening
The Contractor shall position reinforcing steel as the Plans require and shall ensure
that the steel does not move as the concrete is placed.
When spacing between bars is 1-foot or more, they shall be tied at all intersections.
When spacing is less than 1-foot, every other intersection shall be tied. If the Plans
require bundled bars, they shall be tied together with wires at least every 6-feet. All
epoxy-coated bars in the top mat of the roadway slab shall be tied at all intersections.
Other epoxy-coated bars shall also be tied at all intersections, but shall be tied at alternate
intersections when spacing is less than 1-foot in each direction. Wire used for tying
epoxy-coated reinforcing steel shall be plastic coated. Tack welding is not permitted on
reinforcing steel.
Abrupt bends in the steel are permitted only when one steel member bends around
another. Vertical stirrups shall pass around main reinforcement or be firmly attached to it.
2010 Standard Specifications M 41-10 Page 6-71
cONcRETE STRucTuRES 6-02
For slip-formed concrete, the reinforcing steel bars shall be tied at all intersections
and cross braced to keep the cage from moving during concrete placement. Cross
bracing shall be with additional reinforcing steel. Cross bracing shall be placed both
longitudinally and transversely.
After reinforcing steel bars are placed in a traffic or pedestrian barrier and prior to
slip-form concrete placement, the Contractor shall check clearances and reinforcing steel
bar placement. This check shall be accomplished by using a template or by operating the
slip-form machine over the entire length of the traffic or pedestrian barrier. All clearance
and reinforcing steel bar placement deficiencies shall be corrected by the Contractor
before slip-form concrete placement.
Mortar blocks (or other approved devices) shall be used to maintain the concrete
coverage required by the Plans. The Mortar blocks shall:
1. Have a bearing surface measuring not greater than 2-inches in either dimension,
and
2. Have a compressive strength equal to that of the concrete in which they
are embedded.
In slabs, each mortar cube shall have either: (1) a grooved top that will hold the
reinforcing bar in place, or (2) an embedded wire that protrudes and is tied to the
reinforcing steel. If this wire is used around epoxy-coated bars, it shall be coated with
plastic.
Mortar blocks may be accepted on a Manufacturers Certificate of Compliance,
which shall include test results on sets of two 2-inch square specimens per AASHTO
T 106. Each pair of specimens shall represent 2,500 or fewer mortar blocks and shall
be made of the same mortar as the blocks and cured under the same conditions.
In lieu of mortar blocks, the Contractor may use metal or plastic chair supports to
hold uncoated bars. Any surface of a metal chair support that will not be covered by at
least ½-inch of concrete shall be 1 of the following:
1. Hot-dip galvanized after fabrication in keeping with AASHTO M 232 Class D,
2. Coated with plastic firmly bonded to the metal. This plastic shall be at least
3⁄32-inch thick where it touches the form and shall not react chemically with the
concrete when tested in the State Materials Laboratory. The plastic shall not
shatter or crack at or above -5°F and shall not deform enough to expose the
metal at or below 200°F, or
3. Stainless steel that meet the requirements of ASTM A 493, Type 302. Stainless
steel chair supports are not required to be galvanized or plastic coated.
In lieu of mortar blocks, epoxy-coated reinforcing bars may be supported by 1 of
the following:
1. Metal chair supports coated entirely with a dielectric material such as epoxy or
plastic,
2. Other epoxy-coated reinforcing bars, or
3. Plastic chair supports.
Plastic chair supports shall be lightweight, non-porous, and chemically inert in
concrete. Plastic chair supports shall have rounded seatings, shall not deform under
load during normal temperatures, and shall not shatter or crack under impact loading
in cold weather. Plastic chair supports shall be placed at spacings greater than 1-foot
along the bar and shall have at least 25-percent of their gross place area perforated to
compensate for the difference in the coefficient of thermal expansion between plastic and
concrete. The shape and configuration of plastic supports shall permit complete concrete
consolidation in and around the support.
Page 6-72 2010 Standard Specifications M 41-10
6-02 cONcRETE STRucTuRES
In roadway and sidewalk slabs, the Contractor shall place reinforcing steel mats
carefully to provide the required concrete cover. A “mat” is 2 layers of steel. Top
and bottom mats shall be supported enough to hold both in their proper positions. If
No. 4 bars make up the lower layer of steel in a mat, it shall be blocked at not more than
3-foot intervals (or 4-foot intervals for bars No. 5 and larger). Wire ties to girder stirrups
shall not be considered as blocking. To provide a rigid mat, the Contractor shall add other
supports and tie wires to the top mat as needed.
If a bar will interfere with a bridge drain, it shall be bent in the field to bypass the
drain.
Clearances shall be at least:
4-inches between: Main bars and the top of any concrete masonry exposed to the
action of salt or alkaline water.
3-inches between: Main bars and the top of any concrete deposited against earth
without intervening forms.
2½-inches between: Adjacent bars in a layer. Roadway slab bars and the top of the
roadway slab.
2-inches between: Adjacent layers. Main bars and the surface of concrete
exposed to earth or weather (except in roadway slabs).
Reinforcing bars and the faces of forms for exposed aggregate
finish.
1½-inches between: Main bars and the surface of concrete not exposed to earth
or weather. Slab bars and the top of the slab (except roadway
slabs). Barrier and curb bars and the surface of the concrete.
Stirrups and ties and the surface of the concrete exposed to
earth or weather.
1-inch between: Slab bars and the bottom of the slab. Stirrups and ties and the
surface of the concrete not exposed to earth or weather.
Reinforcing steel bars shall not vary more than the following tolerances from their
position shown in the Plans:
Members 10-inches or less in thickness ±¼-in.
Members more than 10-inches in thickness ±⅜-in.
Drilled Shafts top of rebar cage elevation +6-in./-3-in.
Except:
The distance between the nearest reinforcingsteel bar surface
and the top surface of the roadway deck slab
+¼-in.
Longitudinal spacing of bends and ends of bars ±1-in.
Length of bar laps -1½-in.
Embedded length
No 3 through No. 11 -1-in.
No. 14 through No. 18 -2-in.
When reinforcing steel bars are to be placed at equal spacing
within a plane:
Stirrups and ties ±1-in.
All other reinforcement ±1 bar dia.
Before placing any concrete, the Contractor shall:
1. Clean all mortar from reinforcement, and
2. Obtain the Engineer’s permission to place concrete after the Engineer has
inspected the placement of the reinforcing steel. (Any concrete placed without
the Engineer’s permission shall be rejected and removed.)
2010 Standard Specifications M 41-10 Page 6-73
cONcRETE STRucTuRES 6-02
6-02.3(24)D Splicing
The Contractor shall supply steel reinforcing bars in the full lengths the Plans
require. Unless the Engineer approves in writing, the Contractor shall not change the
number, type, or location of splices.
The Engineer may permit the Contractor to use thermal or mechanical splices in
place of the method shown in the Plans if they are of an approved design. Use of a new
design may be granted if:
1. The Contractor provides technical data and proof from the manufacturer that
the design will perform satisfactorily, and
2. Sample splices and materials from the manufacturer pass the Engineer’s tests.
After a design has been approved, any changes in detail or material shall require
new approval.
The Contractor shall:
1. Not lap-splice reinforcing bars Nos. 14 or 18.
2. Not permit any welded or mechanical splice to deviate in alignment more than
¼-inch per 3½-feet of bar.
3. Distribute splices evenly, grouping them together only at points of low
tensile stress.
4. Ensure at least 2-inches clearance between any splice and the nearest bar
or the surface of the concrete (or 1½-inch for the length of the sleeve on
mechanical splices).
5. Rigidly clamp or wire all splices in a way the Engineer approves.
6. Place lap-spliced bars in contact for the length of the splice and tie them
together near each end.
7. Securely fasten the ends and edges of welded-wire-fabric reinforcement,
overlapping them enough to maintain even strength.
6-02.3(24)E Welding Reinforcing Steel
Welding of steel reinforcing bars shall conform to the requirements of ANSI/
AWS D1.4 Structural Welding Code - Reinforcing Steel, latest edition, except where
superseded by the Special Provisions, Plans, and these Specifications.
Before any welding begins, the Contractor shall obtain the Engineer’s approval of a
written welding procedure for each type of welded splice to be used, including the weld
procedure Specifications and joint details. The weld procedure Specifications shall be
written on a form taken from AWS D1.4 Annex A, or equivalent. Test results of tensile
strength, macroetch, and visual examination shall be included. The form shall be signed
and dated.
Welders shall be qualified in accordance with AWS D1.4. The Contractor shall
be responsible for the testing and qualification of welders, and shall submit welder
qualification and retention records to the Engineer for approval. The weld joint and
welding position a welder is qualified in shall be in accordance with AWS D1.4. The
welder qualifications shall remain in effect indefinitely unless, (1) the welder is not
engaged in a given process of welding for which the welder is qualified for a period
exceeding 6-months, or (2) there is some specific reason to question a welder’s ability.
Filler metals used for welding reinforcing bars shall be in accordance with AWS
D1.4 Table 5.1. All filler metals shall be low-hydrogen and handled in compliance with
low-hydrogen practices specified in the AWS code.
All welding shall be protected from air currents, drafts, and precipitation to prevent
loss of heat or loss of arc shielding. Short circuiting transfer with gas metal arc welding
will not be allowed. Slugging of welds will not be allowed.
Page 6-74 2010 Standard Specifications M 41-10
6-02 cONcRETE STRucTuRES
The minimum preheat and interpass temperature for welding shall be in accordance
with AWS D1.4 Table 5.2 and mill certification of carbon equivalence, per lot of
reinforcing. Preheating shall be applied to the reinforcing bars and other splice members
within 6-inches of the weld, unless limited by the available lengths of the bars or
splice member.
Generally, post heating of welded splices is only required for direct butt welded
splices of AASHTO M 31 Grade 60 bars size No. 9 or larger and shall be done
immediately after welding before the splice has cooled to 700°F. Post heating shall not
be less than 800°F nor more than 1,000°F and held at this temperature for not less than
10-minutes before allowing the splice to cool naturally to ambient temperature.
For the purpose of compatibility with AWS D1.4, welded lap splices for spiral or
hoop reinforcing shall be considered Flare-V groove welds, indirect butt joints.
The Contractor is responsible for using a welding sequence that will limit the
alignment distortion of the bars due to the effects of welding. The maximum out-of-line
permitted will be ¼-inch from a 3.5-foot straight-edge centered on the weld and in line
with the bar.
The following procedure for welding steel reinforcing bars is recommended:
Sheared bar ends shall be burned or sawed off a minimum of ½-inch to
completely remove the ruptured portion of the steel shear area prior to welding butt
splices. Surfaces to be welded shall be smooth, uniform, and free from fins, tears,
cracks, and other defects. Surfaces to be welded and surfaces adjacent to a weld
shall also be free from loose or thick scale, slag, rust, moisture, grease, paint, epoxy
covering, or other foreign materials. All tack welds shall be within the area of the
final weld. No other tack weld will be permitted. Double bevel groove welds require
chipping, grinding, or gouging to sound metal at the root of the weld before welding
the other side. Progression of vertical welding shall be upward. The ground wire
from the welding machine shall be clamped to the bar being welded.
Should the Contractor elect to use a procedure which differs in any way from the
procedure recommended, the Contractor shall submit the changes, in writing, to the
Engineer for approval. Approved weld procedures shall be strictly followed.
6-02.3(24)F Mechanical Splices
The Contractor shall form mechanical splices with an Engineer-approved system
using sleeve filler metal, threaded coupling, or another method that complies with
this section.
If necessary to maintain required clearances after the splices are in place, the
Contractor shall adjust, relocate, or add stirrups, ties, and bars.
Before splicing, the Contractor shall provide the Engineer with the following
information for each shipment of splice material:
1. The type or series identification (and heat treatment lot number for threaded-
sleeve splices),
2. The grade and size of bars to be spliced,
3. A manufacturer’s catalog with complete data on material and procedures,
4. A written statement from the manufacturer that the material is identical to that
used earlier by the Engineer in testing and approving the system design, and
5. A written statement from the Contractor that the system and materials will
be used according to the manufacturer’s instructions and all requirements of
this section.
2010 Standard Specifications M 41-10 Page 6-75
cONcRETE STRucTuRES 6-02
All splices shall meet these criteria:
1. Tension splices shall develop at least 130-percent of the yield tensile strength
specified for the unspliced bar. The ultimate tensile strength of the sleeve shall
exceed that of the other parts of the completed splice.
2. AASHTO M 31 bars within a splice sleeve shall not slip more than 0.03-
inch for Grade 40 bars, nor more than 0.045-inch for Grade 60 bars. This
slippage shall be measured between gage points clear of the splice sleeve.
Measurements shall be taken at an initial load of 3,000-psi and again after
loading to 90-percent of the minimum specified yield strength for the unspliced
bar and then relaxed to 3,000-psi.
3. Maximum allowable bar size:
a. Mechanical butt splice No. 14
b. Mechanical lap splice No. 6
The Engineer will visually inspect the splices and accept all that appear to conform
with the test samples. For sleeve-filler splices, the Engineer will allow voids within the
limits on file in the design approval. If the Engineer considers any splice defective, it
shall be removed and replaced at the Contractor’s expense.
In preparing sleeve-filler metal splices, the Contractor shall:
1. Clean the bar surfaces by: (a) oxyacetylene torch followed by power wire
brushing, or (b) abrasive blasting;
2. Remove all slag, mill scale, rust, and other foreign matter from all surfaces
within and 2-inches beyond the sleeve;
3. Grind down any projection on the bar that would prevent placing the sleeve;
4. Prepare the ends of the bars as the splice manufacturer recommends and as the
approved procedure requires; and
5. Preheat, just before adding the filler, the entire sleeve and bar ends to 300°F,
plus or minus 50°F. (If a gas torch is used, the flame shall not be directed into
the sleeve.)
When a metallic, sleeve-filler splice is used (or any other system requiring special
equipment), both the system and the operator shall qualify in the following way under
the supervision of the State Materials and Fabrication Inspector. The operator shall
prepare 6 test splices (3 vertical, 3 horizontal) using bars having the same AASHTO
Designation and size (maximum) as those to be used in the Work. Each test sample shall
be 42-inches long, made up of two 21-inch bars joined end-to-end by the splice. The bar
alignment shall not deviate more than ⅛-inch from a straight line over the whole length
of the sample. All 6 samples must meet the tensile strength and slip criteria specified in
this section.
The Contractor shall provide labor, materials, and equipment for making these test
samples at no expense to the Contracting Agency. The Contracting Agency will test the
samples at no cost to the Contractor.
6-02.3(24)G Job control Tests
As the Work progresses, the Engineer may require the Contractor to provide a
sample splice (thermal or mechanical) to be used in a job control test. The operator shall
create this sample on the job site with the Engineer present using bars of the same size as
those being spliced in the Work. The sample shall comply with all requirements of these
Specifications, and is in addition to all other sample splices required for qualification. The
Engineer will require no more than 2 samples on any project with fewer than 200-splices
and no more than 1 sample per 100-splices on any project with more than 200-splices.
Page 6-76 2010 Standard Specifications M 41-10
6-02 cONcRETE STRucTuRES
6-02.3(24)h Epoxy-coated Steel Reinforcing Bar
This Work is furnishing, fabricating, coating, and placing epoxy-coated steel
reinforcing bars as the Plans, these Specifications, and the Special Provisions
require. Coating material shall be applied electrostatically, by spraying, or by the
fluidized-bed method.
All epoxy-coated bars shall comply with the requirements of Section 9-07.
Fabrication may occur before or after coating.
The Contractor shall protect epoxy-coated bars from damage using padded or
nonmetallic slings and straps free from dirt or grit. To prevent abrasion from bending or
sagging, the Contractor shall lift bundled bars with a strong-back, multiple supports, or
a platform bridge. Bundled bars shall not be dropped or dragged. During shop or field
storage, bars shall rest on wooden or padded cribbing. The Contractor may substitute
other methods for protecting the bars if the Engineer approves. If the Engineer believes
the coated bars have been badly damaged, they will be rejected.
Metal chairs and supports shall be coated with epoxy (or another inert coating if the
Engineer approves). The Contractor may use other support devices with the Engineer’s
approval. Plastic coated tie wires (approved by the Engineer) shall be used to protect the
coated bars from being damaged during placement.
The bars shall be placed as the Plans require and held firmly in place during
placing and setting of the concrete. All bars shall be placed and fastened as specified in
Section 6-02.3(24)C.
In the interval between installing coated bars and concreting the deck, the Contractor
shall protect the coating from damage that might result from other construction Work.
The Engineer will inspect the coated bars after they are placed and before the deck
concrete is placed. The Contractor shall patch any areas that show significant damage (as
defined below).
Significant damage means any opening in the coating that exposes the steel in an
area that exceeds:
1. 0.05-square inch (approximately ¼-inch square or ¼ -inch in diameter or the
equivalent).
2. 0.012-square inches (approximately ⅛-inch square or ⅛-inch in diameter) when
the opening is within ¼-inch of another opening of equal or larger size.
3. 6-inches long, any width.
4. 0.50-square inch aggregate area in any 1-foot length of bar.
The Contractor shall patch significantly damaged areas with Engineer-approved
patching material obtained from the epoxy resin manufacturer. This material shall be
compatible with the coating and inert in concrete. Areas to be patched shall be clean
and free of surface contaminants. Patching shall be done before oxidation occurs and
according to the resin manufacturer’s instructions.
6-02.3(25) Prestressed concrete Girders
The Contractor shall perform quality control inspection. The manufacturing plant
of prestressed concrete girders shall be certified by the Precast/Prestressed Concrete
Institute’s Plant Certification Program for the type of prestressed member to be produced
and shall be approved by WSDOT as a Certified Prestress Concrete Fabricator prior to
the start of production. WSDOT certification will be granted at, and renewed during, the
annual prestressed plant review and approval process.
Prior to the start of production of girders, the Contractor shall advise the Engineer
of the production schedule. The Contractor shall give the Inspector safe and free access
to the Work. If the Inspector observes any nonspecification Work or unacceptable quality
2010 Standard Specifications M 41-10 Page 6-77
cONcRETE STRucTuRES 6-02
control practices, the Inspector will advise the plant manager. If the corrective action is
not acceptable to the Engineer, the girder(s) will be subject to rejection by the Engineer.
The Contracting Agency intends to perform Quality Assurance Inspection. By its
inspection, the Contracting Agency intends only to facilitate the Work and verify the
quality of that Work. This inspection shall not relieve the Contractor of any responsibility
for identifying and replacing defective material and workmanship.
The various types of girders are:
Prestressed concrete Girder – Refers to prestressed concrete girders of all types,
including prestressed concrete I girders, prestressed concrete wide flange I girders, bulb
tee girders, deck bulb tee girders, thin flange deck bulb tee girders, precast prestressed
members, spliced prestressed concrete girders, and prestressed concrete tub girders.
Prestressed concrete I Girder – Refers to a prestressed concrete girder with a
flanged I shaped cross section, requiring a cast-in-place concrete deck to support traffic
loads. WSDOT standard girders in this category include Series W42G, W50G, W58G,
and W74G.
Prestressed concrete Wide Flange I Girder – Refers to a prestressed concrete
girder with an I shaped cross section with wide top and bottom flanges, requiring a cast-
in-place concrete deck to support traffic loads. WSDOT standard girders in this category
include Series WF42G, WF50G, WF58G, WF66G, WF74G, WF83G, WF95G, and
WF100G.
Bulb Tee Girder – Refers to a prestressed concrete girder, with a wide top flange
requiring a cast-in-place concrete deck to support traffic loads. WSDOT standard girders
in this category include Series W32BTG, W38BTG, and W62BTG.
Deck Bulb Tee Girder – Refers to a bulb tee girder with a top flange designed to
support traffic loads, and designed to be mechanically connected at the flange edges
to adjacent girders at the job site. Except where specific requirements are otherwise
specified for these girders, deck bulb tee girders shall conform to all requirements
specified for bulb tee girders. WSDOT standard girders in this category include Series
W35DG, W41DG, W53DG, and W65DG.
Thin Flange Deck Bulb Tee Girder – Refers to a bulb tee girder with a top flange
width equal to the girder spacing and requiring a cast-in-place concrete deck to support
traffic loads. Except where specific requirements are otherwise specified for these girders,
thin flange deck bulb tee girders shall conform to all requirements specified for bulb tee
girders. WSDOT standard girders in this category include Series W32TFG, W38TFG,
W50TFG, and W62TFG.
Precast Prestressed Member (PcPS Member) – Refers to a precast prestressed
slab, precast prestressed ribbed section, or a deck double tee girder. PCPS members are
designed to be mechanically connected at the flange or member edges to adjacent PCPS
members at the job site. Except where specific requirements are otherwise specified for
these girders, PCPS members shall conform to all requirements specified for deck bulb
tee girders.
Spliced Prestressed concrete Girder – Refers to prestressed concrete girders
initially fabricated in segments to be longitudinally spliced together with cast-in-place
concrete closures at the job site. Except where specific requirements are otherwise
specified for these girders, spliced prestressed concrete girders shall conform to all
requirements specified for prestressed concrete girders. Anchorages shall conform
to Sections 6-02.3(26)B, 6-02.3(26)C, and 6-02.3(26)D. Ducts shall conform to the
Section 6-02.3(26)E requirements for internal embedded installation, and shall be round,
unless the Engineer approves use of elliptical shaped ducts. Duct-wedge plate transitions
shall conform to Section 6-02.3(26)E. Prestressing reinforcement shall conform to
Section 6-02.3(26)F. WSDOT standard girders in this category include Series WF66PTG,
WF74PTG, WF83PTG, WF95PTG, and WF100PTG.
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6-02 cONcRETE STRucTuRES
Prestressed concrete Tub Girder – Refers to prestressed concrete trapezoidal
box or bathtub girders including those fabricated in segments to be spliced together with
cast-in-place concrete closures at the job site. Except where specific requirements are
otherwise specified for these girders, prestressed concrete tub girders shall conform to all
requirements specified for prestressed concrete girders and spliced prestressed concrete
girders. WSDOT standard girders in this category include Series U**G* or Series
UF**G*, where U specifies webs without flanges, UF specifies webs with flanges, **
specifies the girder height in inches, and * specifies the bottom flange width in feet.
6-02.3(25)A Shop Drawings
The Plans show design conditions and details for prestressed girders. Deviations
will not be permitted, except as specifically allowed by these Specifications, the shop
drawings as approved by the Engineer, and by manufacturing processes approved by the
annual plant approval process.
Shop drawings shall show the size and location of all cast-in holes for installation
of deck formwork hangers and/or temporary bracing. Holes for formwork hangers shall
match approved deck formwork plans designed in accordance with Section 6-02.3(16).
There shall be no field-drilled holes in prestressed concrete girders. Post-tensioning ducts
in spliced prestressed concrete girders shall be located so their center of gravity is in
accordance with the Plans.
The Contractor may alter prestressed concrete girder dimensions from that shown in
the Plans provided:
1. The girder has the same or higher load carrying capacity (using the current
AASHTO LRFD Design Specifications and WSDOT Bridge Design Manual
LRFD) as demonstrated by design calculations submitted to the Engineer
for approval in accordance with Section 6-01.9, and accompanying the shop
drawing submittal;
2. The Contractor receives the Engineer’s approval of the shop drawing and
design calculation submittal for the modified girder section prior to beginning
fabrication of the girder;
3. The Contractor adjusts Substructures to yield the same top of Roadway
elevation shown in the Plans; and
4. The depth of the girder is not increased by more than 2-inches and is not
decreased, except that in no case shall an increase in the girder depth reduce
the minimum vertical clearance of the bridge and girder over a Traveled Way
to less than 16-feet 6-inches, or to less than the minimum vertical clearance
specified in the Plans if the Plans already specify a minimum vertical clearance
of less than 16-feet 6-inches.
The Contractor shall provide 5 copies of the shop drawings to the Engineer for
approval, except as otherwise noted. Shop drawings for spliced prestressed concrete
girders shall conform to Section 6-02.3(26)A, and 7 copies of the shop drawings shall
be submitted to the Engineer for approval. The shop drawings for spliced prestressed
concrete girders shall include all details related to the post-tensioning operations in the
field, including details of hardware required, tendon geometry, blockout details, and
details of additional or modified steel reinforcing bars required in cast-in-place closures.
Approval of shop drawings means only that the Engineer accepts the methods and
materials, and nature and scope of the details. Approval shall neither confer upon the
Contracting Agency nor relieve the Contractor of responsibility for the accuracy of the
shop drawing details and their geometric dimensions, or conformity of the shop drawing
details with the Contract.
2010 Standard Specifications M 41-10 Page 6-79
cONcRETE STRucTuRES 6-02
6-02.3(25)B casting
Before casting girders, the Contractor shall have possession of an approved set of
shop drawings. Side forms shall be steel except that cast-in-place concrete closure forms
for spliced prestressed concrete girders, interior forms of prestressed concrete tub girders,
and end bulkhead forms of prestressed concrete girders may be wood. Interior voids for
precast prestressed slabs with voids shall be formed by either wax soaked cardboard or
expanded polystyrene forms. The interior void forms shall be secured in the position as
shown in the shop drawings as approved by the Engineer, and shall remain in place.
All concrete mixes to be used shall be pre-approved in the WSDOT plant
certification process and must meet the requirements of Section 9-19.1. The temperature
of the concrete when placed shall be between 50°F and 90°F.
Slump shall not exceed 4-inches for normal concrete nor 7-inches with the use
of a high range water reducing admixture, nor 9-inches when both a high range water
reducing admixture is used and the water/cement ratio is less than or equal to 0.35. The
high range water reducer shall meet the requirements of Sections 9-23.6.
Air-entrainment is not required in the concrete placed into prestressed precast
concrete girders, including cast-in-place concrete closures for spliced prestressed
concrete girders.
No welds will be permitted on steel within prestressed girders. Once the
prestressing steel has been installed, no welds or grounds for welders shall be made on
the forms or the steel in the girder, except as specified.
The Contractor may form circular block-outs in the girder top flanges to receive
falsework hanger rods. These block-outs shall:
1. Not exceed 1-inch in diameter;
2. Be spaced no more than 72-inches apart longitudinally on the girder;
3. Be located 3-inches or more from the outside edge of the top flange on Series
W42G, W50G, W58G, girders, and all prestressed concrete tub girders with
webs with flanges, and 6-inches or more for all other prestressed concrete
girders with flanges.
The Contractor may form circular block-outs in the girder webs to support brackets
for roadway slab falsework. These block-outs shall:
1. Not exceed 1-inch in diameter,
2. Be spaced no more than 72-inches apart longitudinally on the girder, and
3. Be positioned so as to clear the girder reinforcing and prestressing steel.
6-02.3(25)c Prestressing
Each stressing system shall have a pressure gauge or load cell that will measure
jacking force. Any gauge shall display pressure accurately and readably with a dial
at least 6-inches in diameter or with a digital display. Each jack and its gauge shall
be calibrated as a unit and shall be accompanied by a certified calibration chart. The
Contractor shall provide 1 copy of this chart to the Engineer. The cylinder extension
during calibration shall be in approximately the position it will occupy at final
jacking force.
Jacks and gauges shall be recalibrated and recertified:
1. Annually,
2. After any repair or adjustment, and
3. Anytime there are indications that the jack calibration is in error.
The Engineer may use load cells to check jacks, gauges, and calibration charts
before and during tensioning.
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6-02 cONcRETE STRucTuRES
All load cells shall be calibrated and shall have an indicator that shows prestressing
force in the strand. The range of this cell shall be broad enough that the lowest 10-percent
of the manufacturer’s rated capacity will not be used to measure jacking force.
From manufacture to encasement in concrete, prestressing strand shall be protected
against dirt, oil, grease, damage, and all corrosives. Strand shall be stored in a dry,
covered area and shall be kept in the manufacturer’s original packaging until placement
in the forms. If prestressing strand has been damaged or pitted, it will be rejected.
Prestressing strand with rust shall be spot-cleaned with a nonmetallic pad to inspect for
any sign of pitting or section loss.
Post-tensioning of spliced prestressed concrete girders shall conform to Section
6-02.3(26)G, and the following requirements:
1. Before tensioning, the Contractor shall remove all side forms from the cast-
in-place concrete closures. From this point until 48-hours after grouting
the tendons, the Contractor shall keep all construction and other live
loads off the Superstructure and shall keep the falsework supporting the
superstructure in place.
2. No welds or welding grounds shall be attached to metal forms, structural steel,
or steel reinforcing bars of the structural member.
3. The Contractor shall not tension the post-tensioning reinforcement until the
concrete in the cast-in-place closures reaches the minimum compressive
strength specified in the Plans (or 5,000-psi if the concrete strength is not
specified in the Plans). This strength shall be measured with concrete cylinders
made of the same concrete and cured under the same conditions as the cast-in-
place closures.
4. All post-tensioning shall be completed before placing the sidewalks and
barriers on the Superstructure.
6-02.3(25)D curing
During curing, the Contractor shall keep the girder in a saturated curing atmosphere
until the girder concrete has reached the required release strength. If the Engineer
approves, the Contractor may shorten curing time by heating the outside of impervious
forms. Heat may be radiant, convection, conducted steam, or hot air. With steam, the
arrangement shall envelop the entire surface with saturated steam. The Engineer will not
permit hot air curing until after approving the Contractor’s proposed method to envelop
and maintain the girder in a saturated atmosphere. Saturated atmosphere means a relative
humidity of at least 90-percent. The Contractor shall never allow dry heat to touch the
girder surface at any point.
Under heat curing methods, the Contractor shall:
1. Keep all unformed girder surfaces in a saturated atmosphere throughout the
curing time;
2. Embed a thermocouple (linked with a thermometer accurate to plus or minus
5°F) 6 to 8-inches from the top or bottom of the girder on its centerline and
near its midpoint;
3. Monitor with a recording sensor (accurate to plus or minus 5°F) arranged and
calibrated to continuously record, date, and identify concrete temperature
throughout the heating cycle;
4. Make this temperature record available for the Engineer to inspect;
5. Heat concrete to no more than 100°F during the first two-hours after placing
the concrete, and then increase no more than 25°F per hour to a maximum of
175°F;
2010 Standard Specifications M 41-10 Page 6-81
cONcRETE STRucTuRES 6-02
6. Cool concrete, after curing is complete, no more than 25°F per hour, to 100°F;
and
7. Keep the temperature of the concrete above 60°F until the girder reaches
release strength.
The Contractor may strip side forms from prestressed concrete girders once the
concrete has reached a minimum compressive strength of 3,000-psi. All damage from
stripping is the Contractor’s responsibility.
Curing of cast-in-place concrete closures for spliced prestressed concrete girders
shall conform to Section 6-02.3(11).
6-02.3(25)E contractors control Strength
Concrete strength shall be measured on test cylinders cast from the same concrete
as that in the girder. These cylinders shall be cured under time-temperature relationships
and conditions that simulate those of the girder. If the forms are heated by steam or
hot air, test cylinders will remain in the coolest zone throughout curing. If forms are
heated another way, the Contractor shall provide a record of the curing time-temperature
relationship for the cylinders for each girder to the Engineer. When 2 or more girders
are cast in a continuous line and in a continuous pour, a single set of test cylinders may
represent all girders provided the Contractor demonstrates uniformity of casting and
curing to the satisfaction of the Engineer.
The Contractor shall mold, cure, and test enough of these cylinders to satisfy
Specification requirements for measuring concrete strength. The Contractor may use
4-inch by 8-inch or 6-inch by 12-inch cylinders. If heat is used to shorten curing time,
the Contractor shall let cylinders cool for at least ½-hour before testing.
Test cylinders may be cured in a moist room or water tank in accordance with
WSDOT FOP for AASHTO T-23 after the girder concrete has obtained the required
release strength. If, however, the Contractor intends to ship the girder prior to the
standard 28-day strength test, the design strength for shipping shall be determined from
cylinders placed with the girder and cured under the same conditions as the girder. These
cylinders may be placed in a noninsulated, moisture-proof envelope.
To measure concrete strength in the girder, the Contractor shall randomly select
2 test cylinders and average their compressive strengths. The compressive strength in
either cylinder shall not fall more than 5-percent below the specified strength. If these
2 cylinders do not pass the test, 2 other cylinders shall be selected and tested.
If too few cylinders were molded to carry out all required tests on the girder, the
Contractor shall remove and test cores from the girder under the surveillance of the
Engineer. If the Contractor casts cylinders to represent more than 1 girder, all girders in
that line shall be cored and tested.
For precast prestressed members, a test shall consist of 4 cores measuring 3-inches
in diameter by 6-inches in height (for slabs) and by the thickness of the web (for ribbed
sections). Two cores shall be taken from each side of the member and on each side of the
member’s span midpoint, at locations approved by the Engineer. The core locations for
precast prestressed slabs shall be near mid-depth of the slab, within the middle third of
the span length, and shall avoid all prestressing strands and steel reinforcing bars. The
core locations for precast prestressed ribbed sections shall be immediately beneath the top
flange, within the middle third of the span length, and shall avoid all prestressing strands
and steel reinforcing bars.
For prestressed concrete tub girders, a test shall consist of 4 cores measuring
3-inches in diameter by the thickness of the web, taken from each web approximately
3-feet to the left and to the right of the center of the girder span. The cores shall avoid all
prestressing strands and steel reinforcing bars.
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6-02 cONcRETE STRucTuRES
For all other prestressed concrete girders, a test shall consist of 3 cores measuring
3-inches in diameter by the thickness of the web and shall be removed from just below
the top flange; 1 at the midpoint of the girder’s length and the other 2 approximately
3-feet to the left and approximately 3-feet to the right.
The cores shall be taken in accordance with AASHTO T 24 and shall be tested in
accordance with WSDOT FOP for AASHTO T 22. The Engineer may accept the girder
if the average compressive strength of the 4 cores from the precast prestressed member,
or prestressed concrete tub girder, or of the 3 cores from any other prestressed concrete
girder, is at least 85-percent of the specified compressive strength with no 1 core less than
75-percent of specified compressive strength.
If the girder is cored to determine the release strength, the required patching and
curing of the patch shall be done prior to shipment. If there are more than 3 holes or if
they are not in a neutral location, the prestress steel shall not be released until the holes
are patched and the patch material has attained a minimum compressive strength equal to
the required release compressive strength or 4,000-psi, whichever is larger.
The Contractor shall coat cored holes with an epoxy bonding agent and patch the
holes using the same type concrete as that in the girder, or a mix approved during the
annual plant review and approval. The epoxy bonding agent shall meet the requirements
of Section 9-26.1 for Type II, Grade 2 epoxy. The girder shall not be shipped until tests
show the patch material has attained a minimum compressive strength of 4,000-psi
6-02.3(25)F Prestress Release
Side and flange forms that restrain deflection shall be removed before release of the
prestressing reinforcement.
All harped and straight strands shall be released in a way that will produce the least
possible tension in the concrete. This release shall not occur until tests show each girder
has reached the minimum compressive strength required by the Plans.
The Contractor may request permission to release the prestressing reinforcement at
a minimum concrete compressive strength less than specified in the Plans. This request
shall be submitted to the Engineer for approval in accordance with Section 6-01.9 and
shall be accompanied with calculations showing the adequacy of the proposed release
concrete compressive strength. The release strength shall not be less than 3,500-psi,
except that the release strength for spliced prestressed concrete girders shall not be less
than 4,000-psi. The calculated release strength shall meet the requirements outlined in
the Washington State Department of Transportation Bridge Design Manual for tension
and compression at release. The proposed minimum concrete compressive strength at
release will be evaluated by the Contracting Agency. Fabrication of girders using the
revised release strength shall not begin until the Contracting Agency has provided written
approval of the revised release compressive strength. If a reduction of the minimum
concrete compressive strength at release is allowed, the Contractor shall bear any added
cost that results from the change.
6-02.3(25)G Protection of Exposed Reinforcement
When a girder is removed from its casting bed, all bars and strands projecting from
the girder shall be cleaned and painted with a minimum dry film thickness of 1-mil
of paint conforming to Section 9-08.1(2)B. During handling and shipping, projecting
reinforcement shall be protected from bending or breaking. Just before placing concrete
around the painted projecting bars or strands, the Contractor shall remove from them all
spattered concrete remaining from girder casting, dirt, oil, and other foreign matter.
Grouting of post-tensioning ducts for spliced prestressed concrete girders shall
conform to Section 6-02.3(26)H.
2010 Standard Specifications M 41-10 Page 6-83
cONcRETE STRucTuRES 6-02
6-02.3(25)h Finishing
The Contractor shall apply a Class 1 finish, as defined in Section 6-02.3(14), to:
1. The exterior surfaces of the outside girders; and
2. The bottoms, sides, and tops of the lower flanges on all girders;
All other girder surfaces shall receive a Class 2 finish.
The interface on I-girders and other girders that contact the cast-in-place deck shall
have a finish of dense, screeded concrete without a smooth sheen or laitance on the
surface. After vibrating and screeding, and just before the concrete reaches initial set, the
Contractor shall texture the interface. This texture shall be applied with a steel brooming
tool that etches the surface transversely leaving grooves ⅛-inch to ¼-inch wide, between
⅛-inch and ¼-inch deep, and spaced ¼-inch to ½-inch apart.
On the deck bulb tee girder section and all precast prestressed members, the
Contractor shall test the roadway deck surface portion for flatness. This test shall occur
after floating but while the concrete remains plastic. Testing shall be done with a 10-foot
straightedge parallel to the girder centerline and with a flange width straightedge at
right angles to the girder centerline. The Contractor shall fill depressions, cut down high
spots, and refinish to correct any deviation of more than ¼-inch within the straightedge
length. This section of the Roadway surface shall be finished to meet the requirements
for finishing roadway slabs, as defined in Section 6-02.3(10) except that, if approved by
the Engineer, a coarse stiff broom may be used to provide the finish in lieu of a metal
tined comb.
The Contractor may repair rock pockets and other defects in the girder provided
the repair is covered in the annual plant approval package. All other repairs and repair
procedures shall be documented and approved by the Engineer prior to acceptance of
the girder.
6-02.3(25)I Fabrication Tolerances
The girders shall be fabricated as shown in the shop drawings as approved by the
Engineer, and shall meet the dimensional tolerances listed below. Construction tolerances
of cast-in-place closures for spliced prestressed concrete girders shall conform to the
tolerances specified for spliced prestressed concrete girders. Actual acceptance or
rejection will depend on how the Engineer believes a defect outside these tolerances will
affect the Structure’s strength or appearance:
1. Prestressed Concrete Girder Length (overall): ± ¼-inch per 25-feet of beam
length, up to a maximum of ± 1-inch.
2. Precast Prestressed Member Length (overall): ± 1-inch.
3. Width (flanges): + ⅜-inch, - ¼-inch.
4. Width (narrow web section): + ⅜-inch, - ¼-inch.
5. Width (Precast Prestressed Member): ± ¼-inch.
6. Girder Depth (overall): ± ¼-inch.
7. Flange Depth:
For I and Wide Flange I girders: ± ¼-inch
For bulb tee and deck bulb tee girders: + ¼-inch, - ⅛-inch
For PCPS members: + ¼-inch, - ⅛-inch
8. Strand Position in Prestressed Concrete Girder: ± ¼-inch from the center of
gravity of an individual strand; ± ½-inch from the center of gravity of a bundled
strand group; ± 1-inch from the center of gravity of the harped strands at the
girder ends.
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6-02 cONcRETE STRucTuRES
9. Strand Position in Precast Prestressed Member: ± ¼-inch from the center of
gravity of a bundled strand group and of an individual strand.
10. Longitudinal Position of the Harping Point:
Single harping point ± 18-inches
Multiple bundled strand groups
First bundled strand group ± 6-inches
Second bundled strand group ± 18-inches
Third bundled strand group ± 30-inches
11. Position of an interior void, vertically and horizontally (Precast Prestressed
Slab with voids): ± ½-inch.
12. Bearing Recess (center recess to beam end): ± ¼-inch.
13. Beam Ends (deviation from square or designated skew):
Horizontal: ± ½-inch from web centerline to girder flange
Vertical: ± ⅛-inch per foot of beam depth
14. Precast Prestressed Member Ends (deviation from square or designated skew):
± ½-inch.
15. Bearing Area Deviation from Plane (in length or width of bearing): 1⁄16-inch.
16. Stirrup Reinforcing Spacing: ± 1-inch.
17. Stirrup Projection from Top of Beam: ± ¾-inch.
18. Mild Steel Concrete Cover: - ⅛-inch, + ⅜-inch.
19. Offset at Form Joints (deviation from a straight line extending 5-feet on each
side of joint): ± ¼-inch.
20. Deviation from Design Camber (Precast Prestressed Member): ± ¼-inch
per 10-feet of member length measured at midspan, but not greater than
± ¾-inch total.
21. Differential Camber Between Girders in a Span (measured in place at the
job site):
For I, Wide Flange I, bulb
tee, and spliced prestressed
concrete girders:
⅛-inch per 10-feet of beam length.
For deck bulb tee girders: Cambers shall be equalized by an approved
method when the differences in cambers
between adjacent girders or stages measured
at mid-span exceeds ¼-inch.
For PCPS members:± ¼-inch per 10-feet of member length
measured at midspan, but not greater than
± ½-inch total.
For prestressed concrete tub
girders:
± ¼-inch per 10-feet of member length
measured at midspan, but not greater than
± ½-inch total.
22. Position of Inserts for Structural Connections: ± 1-inch.
23. Position of Lifting Loops: ± 3-inches longitudinal, ± 1-inch transverse.
24. Weld plates for bulb tee girders shall be placed ± ½-inch longitudinal and
± ⅛-inch vertical.
25. Position of post-tensioning ducts at girder and CIP closure ends: ± ¼-inch.
26. Position of post tensioning ducts along segments of segmental prestressed
concrete girders: ± ¼-inch.
2010 Standard Specifications M 41-10 Page 6-85
cONcRETE STRucTuRES 6-02
27. Deviation from a smooth curve for post-tensioning ducts at closures based on
the sum total of duct placement and alignment tolerances: ± ⅜-inch.
6-02.3(25)J horizontal Alignment
The Contractor shall check and record the horizontal alignment of the top and
bottom flanges of each girder at the following times:
1. Initial – Upon removal of the girder from the casting bed;
2. Final – Within 2-weeks, but not less than 3-days prior to shipment; and
3. Storage – Between 115 to 125-days after casting, if the girder remains in
storage for a period exceeding 120-days.
Each check shall be made by measuring the distance between each flange and a
chord that extends the full length of the girder. The Contractor shall perform and record
each check at a time when the alignment of the girder is not influenced by temporary
differences in surface temperature. Records for the initial check shall be included in the
Contractor’s prestressed concrete certificate of compliance. Records for the final and
storage checks shall be provided to the Engineer for approval.
Immediately after the girder is removed from the casting bed, neither flange shall
be offset more than ⅛-inch for each 10-feet of girder length. During storage and prior to
shipping, the offset (with girder ends plumb and upright and with no external force) shall
not exceed ¼-inch per 10-feet of girder length. Any girder within this tolerance may be
shipped, but must be corrected at the job site to the ⅛-inch maximum offset per 10-feet of
girder length before concrete is placed into the diaphragms.
The Engineer may permit the use of external force to correct girder alignment at the
plant or job site if the Contractor provides stress calculations and a proposed procedure.
If external force is permitted, it shall not be released until after the roadway slab has been
placed and cured 10-days.
The maximum deviation of the side of the precast prestressed slab, or the edge of
the roadway deck slab of the deck double tee girder or the precast prestressed ribbed
section, measured from a chord that extends end to end of the member, shall be ± ⅛-inch
per 10-feet of member length, but not greater than ½-inch total.
All precast prestressed members which exceed the specified horizontal alignment
tolerance may be subject to rejection.
6-02.3(25)k Girder Deflection
The Contractor shall check and record the vertical deflection (camber) of each girder
at the following times:
1. Initial – Upon removal of the girder from the casting bed; and
2. Storage – Within 2-weeks, but not less than 3-days prior to shipment, if the
girder remains in storage for a period exceeding 120-days.
The Contractor shall perform and record each check at a time when the alignment
of the girder is not influenced by temporary differences in surface temperature. These
records shall be available for the Engineer’s inspection, and in the case of girders older
than 120-days, shall be transmitted to the Engineer as soon as feasible for evaluation of
the effect of long-term storage on the “D” dimension. Records for the Initial check shall
be included in the Contractor’s Prestressed Concrete Certificate of Compliance. Records
for the Storage check shall be provided to the Engineer for approval.
The “D” dimensions shown in the Plans are computed girder deflections at midspan
based on a time lapse of 40 and 120-days after release of the prestressing strands, and are
intended to advise the Contractor as to the expected range of girder deflection at the time
of deck forming. A positive (+) “D” dimension indicates upward deflection.
Page 6-86 2010 Standard Specifications M 41-10
6-02 cONcRETE STRucTuRES
The Contractor shall control the deflection of prestressed concrete girders that are
to receive a cast-in-place slab by scheduling fabrication between 40 and 120-days of slab
placement on the erected girders.
If it is anticipated that the girders will be older than 120-days at the time of erection,
the Contractor shall submit calculations to the Engineer showing the estimated girder
deflection at midspan at the age anticipated for erection. This submittal shall also include
the Contractor’s proposal for accommodating any excess camber in the construction. The
Contractor shall not proceed with girder fabrication until this submittal is approved by
the Engineer. The actual girder deflection at the midspan may vary from the maximum
estimated “D” dimension at the time of slab forming by a maximum of plus ½-inch for
girder lengths up to 80-feet, and plus 1-inch for girder lengths over 80-feet, but less than
or equal to 140-feet, and plus 1½-inches for girder lengths over 140-feet.
All costs, including roadway slab form adjustments required to maintain specified
steel reinforcing bar clearances and deck profiles, and any additional Contracting Agency
engineering expenses, in connection with accommodating excess girder deflection shall
be at the Contractor’s expense.
6-02.3(25)l handling and Storage
During handling and storage, each girder shall always be kept plumb and upright,
and each precast prestressed member and prestressed concrete tub girder shall always
be kept in the horizontal orientation as shown in the Plans. It shall be lifted only by the
lifting embedments (strand lift loops or high-strength threaded steel bars) at either end.
For strand lift loops, only ½-inch diameter or 0.6-inch diameter strand conforming
to Section 9-07.10 shall be used, and a minimum 2-inch diameter straight pin of a shackle
shall be used through the loops. Multiple loops shall be held level in the girder during
casting in a manner that allows each loop to carry its share of the load during lifting.
The minimum distance from the end of the girder to the strand lift loops shall be 1-foot
9-inches. The loops shall project a minimum of 1-foot 6-inches from the top of the girder,
and shall extend to within 3-inches clear of the bottom of the girder, terminating with a
9-inch long 90-degree hook. Loads on individual loops shall be limited to 12-kips, and all
girders shall be picked up at a minimum angle of 60-degrees from the top of the girder.
For high-strength threaded steel bars, a minimum of two 1⅓-inch diameter bars
conforming to Section 9-07.11 shall be used at each end of the girder. The lifting
hardware that connects to the bars shall be designed, detailed, and furnished by the
Contractor. The minimum distance from the end of the girder to the centroid of the lifting
bars shall be 3-feet 0-inches. Lifting bars shall extend to within 3-inches clear of the
bottom of the girder and shall be anchored in the bottom flange with steel plates and nuts.
The minimum size of embedded plates for lifting bars shall be ½-inch thick by 3-inches
square. Lifting forces on the lifting bars shall not exceed 58-kips on an individual bar,
and shall be within 10-degrees of perpendicular to the top of the girder.
For some girders, straight temporary top flange strands may be specified in the
Plans. These temporary strands shall be of the same diameter, and shall be tensioned to
the same force, as the permanent strands. Pretensioned top temporary strands for full
length prestressed concrete girders shall be unbonded over all but the end 10-feet of the
girder length. As an alternative for full length prestressed concrete girders, temporary top
strands may be post-tensioned on the same day as the permanent prestressing is released
into the girder. The inside diameter of the debonding sleeves shall be large enough such
that the temporary strands fully retract upon cutting. When temporary top strands are
specified for spliced prestressed concrete girders, the temporary top strands shall be
post-tensioned prior to lifting the assembled girder. When the post-tensioned alternative
is used, the Contractor shall be responsible for properly sizing the anchorage plates, and
the reinforcement adjacent to the anchorage plates, to prevent bursting or splitting of the
concrete in the top flange. Temporary strands shall be cut or released in accordance with
Section 6-02.3(25)N.
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The Contractor may request permission to use lifting embedments, lifting
embedment locations, lifting angles, concrete release strengths, or temporary top strand
configurations other than specified in the Plans. The number of temporary top strands
may be increased from the number shown in the Plans but shall not be decreased. The
request, including calculations showing the adequacy of the proposed lifting method,
shall be submitted to the Engineer for approval in accordance with Section 6-01.9.
The Contractor’s analysis shall conform to Article 5.4.1 of the PCI Design Handbook,
Precast and Prestressed Concrete, Sixth Edition, or other approved methods. The
Contractor’s calculations shall verify that the concrete stresses in the prestressed girder
do not exceed those listed in Section 6-02.3(25)M. The Contractor shall not begin girder
lifting operations under the provisions of the lifting method submittal until receiving
the Engineer’s written approval of the submittal, and shall perform the girder lifting
operations at no additional expense to the Contracting Agency.
If girders are to be stored, the Contractor shall place them on a stable foundation
that will keep them in a vertical position. Stored girders shall be supported at the bearing
recesses or, if there are no recesses, approximately 18-inches from the girder ends.
Precast prestressed members shall be supported at points between 1-foot 0-inches and
2-feet 0-inches from the member ends. After post-tensioning, segmental prestressed
concrete girders shall be supported at points between 2-feet 0-inches and 5-feet 0-inches
from the girder ends, unless otherwise shown in the Plans. For long-term storage of
girders with initial horizontal curvature, the Contractor may wedge 1 side of the bottom
flange, tilting the girders to control curvature. If the Contractor elects to set girders out
of plumb during storage, the Contractor shall have the proposed method analyzed by the
Contractor’s engineer to ensure against damaging the girder.
6-02.3(25)M Shipping
After the girder has reached its 28-day design strength, and the fabricator believes it
to comply with the Specification, the girder and a completed Certification of Compliance,
signed by a Precast/Prestressed Concrete Institute Certified Technician or a professional
engineer, acceptable to the Contracting Agency, shall be submitted to the Engineer for
inspection. If the Engineer finds the certification and the girder to be acceptable, the
Engineer will stamp the girder “Approved for Shipment.”
No double tee girder, deck double tee girder, precast prestressed slab or precast
prestressed ribbed section shall be shipped for at least 3-days after concrete placement.
No deck bulb tee girder or prestressed concrete tub girder shall be shipped for at least
7-days after concrete placement, except that deck bulb tee girders or prestressed concrete
tub girders may be shipped 3-days after concrete placement when L/(bd) is less than
or equal to 5.0, where L equals the shipping length of the girder, b equals the girder
top flange width (for deck bulb tee girders) or the bottom flange width (for prestressed
concrete tub girders), and d equals the girder depth, all in feet. No other girder shall be
shipped for at least 10-days after concrete placement.
Girder support during shipping shall be located as shown in the Plans. These
support locations have been determined in accordance with the criteria specified in the
WSDOT Bridge Design Manual LRFD Section 5.6.3.D. The Contractor shall verify
the applicability of these criteria to the trucking configuration intended for transport of
the girders. If the trucking configuration differs from these criteria, the Contractor shall
submit a girder shipping plan, with supporting calculations, to the Engineer for approval
in accordance with Section 6-01.9.
The Contractor may request permission to use support locations other than those
specified. The Contractor shall submit the support location modification proposal,
with supporting calculations, to the Engineer for approval in accordance with Section
6-01.9. If the support locations are moved closer to the longitudinal ends of the girders,
the calculations shall demonstrate adequate control of bending during shipping. The
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6-02 cONcRETE STRucTuRES
calculations shall also show that concrete stresses in the girders will not exceed those
listed below.
If the Contractor elects to assemble spliced prestressed concrete girders into
components of 2 or more segments prior to shipment, the Contractor shall submit
shipment support location Working Drawings with supporting calculations to the
Engineer in accordance with Section 6-01.9. The calculations shall show that concrete
stresses in the assembled girders will not exceed those listed below.
Lateral bracing for shipping is not required for prestressed concrete tub girders and
precast prestressed members as defined in Section 6-02.3(25).
For all prestressed concrete girders, except prestressed concrete tub girders and
precast prestressed members, the Contractor shall provide bracing to control lateral
bending during shipping, unless the Contractor furnishes calculations in accordance with
Section 6-01.9 demonstrating that bracing is not necessary. External bracing shall be
attached securely to the top flange of the girder. The Contractor is cautioned that more
conservation guidelines for lateral bracing may be required for some delivery routes. The
Contractor shall submit a bracing plan, with supporting calculations, to the Engineer for
approval in accordance with Section 6-01.9. The Contractor shall not begin shipping the
girders until receiving the Engineer’s approval of the bracing plan, and shall perform all
bracing operations at no additional cost to the Contracting Agency.
criteria for checking Girder Stresses at the Time of lifting or Transporting
and Erecting. Stresses at both the support and harping points shall be satisfied based on
these criteria:
1. Allowable compression stress, fc = 0.60f’cm
a. f’cm = compressive strength at time of lifting or transporting verified by
test but shall not exceed design compressive strength (f’c) at 28-days in
psi + 1,000-psi
2. Allowable tension stress, ksi
a. With no bonded reinforcement = 3 times square root (f’cm) ≤ 0.20 ksi
b. With bonded reinforcement to resist total tension force in the concrete
computed on the basis of an uncracked section = 6.0 times square root
(f’cm). The allowable tensile stress in the reinforcement is 30 ksi
3. Prestress losses
a. for lifting from casting beds = computed losses at 1-day
b. for transportation = computed losses at 10-days
4. Impact on dead load
a. Lifting from casting beds = 0-percent
b. Transporting and erecting = 20-percent
6-02.3(25)N Prestressed concrete Girder Erection
Before beginning to erect any prestressed concrete girders, the Contractor shall
submit to the Engineer for review and shall have received approval for the erection plan
and procedure describing the methods the Contractor intends to use. The erection plan
and procedure shall provide complete details of the erection process including but not
limited to:
1. Temporary falsework support, bracing, guys, deadmen, and attachments to
other Structure components or objects;
2. Procedure and sequence of operation;
3. Girder stresses during progressive stages of erection;
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cONcRETE STRucTuRES 6-02
4. Girder weights, lift points, lifting embedments and devices, spreaders, and
angle of lifting cables in accordance with Section 6-02.3(25)L, etc.;
5. Crane(s) make and model, mass, geometry, lift capacity, outrigger size
and reactions;
6. Girder launcher or trolley details and capacity (if intended for use); and
7. Locations of cranes, barges, trucks delivering girders, and the location of
cranes and outriggers relative to other Structures, including retaining walls
and wing walls.
The erection plan shall include drawings, notes, catalog cuts, and calculations clearly
showing the above listed details, assumptions, and dimensions. Material properties and
Specifications, structural analysis, and any other data used shall also be included. The
plan shall be prepared by (or under the direct supervision of) a Professional Engineer,
licensed under Title 18 RCW, State of Washington, in the branch of Civil or Structural,
and shall carry the engineer’s seal and signature, in accordance with Section 6-02.3(16).
The Contractor shall submit the erection plans, calculations, and procedure directly
to the Bridge and Structures Office, Construction Support Engineer, in accordance with
Section 6-02.3(16). After the plan is approved and returned to the Contractor, all changes
that the Contractor proposes shall be submitted to the Engineer for review and approval.
When prestressed girders arrive on the project, the Project Engineer will confirm
that they are stamped “Approved for Shipment,” that the final horizontal alignment and
deflection (camber) check records have been approved, and that they have not been
damaged in shipment before accepting them.
The concrete in piers and crossbeams shall reach at least 80-percent of design
strength before girders are placed on them. The Contractor shall hoist girders only by
the lifting embedments at the ends, always keeping the girders plumb and upright. Once
erected, the girders shall be braced to prevent tipping until the intermediate diaphragms
are cast and cured. When temporary strands in the top flange are used, they shall be
cut after the girders are braced and before the intermediate diaphragms are cast.
The Contractor shall place the cast-in-place deck on the girders within 30-calendar days
of cutting the temporary strands, except as otherwise approved by the Engineer.
For situations where the Contractor proposes to delay placing the cast-in-place deck
on the girders beyond 30-calendar days after cutting the temporary strands, the Contractor
shall submit supporting girder camber calculations to the Engineer for approval in
accordance with Section 6-01.9. The Contractor shall not cut the temporary strands until
receiving the Engineer’s approval of the girder camber calculations.
Instead of the oak block wedges shown in the Plans, the Contractor may use Douglas
fir blocks if the grain is vertical.
The Contractor shall check the horizontal alignment of both the top and bottom
flanges of each girder after girder erection but before placing concrete in the bridge
diaphragms as described in Section 6-02.3(25)J.
The Contractor shall fill all block-out holes and patch any damaged area caused by
the Contractor’s operation, with an approved mix, to the satisfaction of the Engineer.
For precast prestressed concrete slabs, the Contractor shall place the 1¼-inch
diameter vertical dowel bars at the top of the pier walls as shown in the Plans. The
Contractor shall either form the hole or core drill the hole following the alternatives
shown in the Plans. The portion of the dowel bar in the top of the pier walls shall be
set with either grout that complies with Section 9-26.3 or type II epoxy bonding agent
conforming to Section 9-26.1 following placement of each precast prestressed slab.
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6-02 cONcRETE STRucTuRES
6-02.3(25)O Deck Bulb Tee Girder Flange connection
The Contractor shall submit a method of equalizing deck bulb tee girder (and
precast prestressed member) deflections to the Engineer for approval in accordance
with Section 6-01.9, except that the submittal shall be included with the deck bulb tee
girder fabrication shop drawing submittal specified in Section 6-02.3(25)A. Deflection
equalizing methods approved for previous Contracting Agency Contracts will be
acceptable providing the bridge configuration is similar and the previous method was
satisfactory. A listing of the previous Contracting Agency Contract numbers for which
the method was used shall be included with the submittal. The weld-ties may be used
as a component of the equalizing system provided the Contractor’s procedure outlines
how the weld-ties are to be used, and that the Contractor’s submittal includes a list and
description of previous bridge projects where the Contractor has successfully used weld-
ties as a component of the equalizing system.
The concrete diaphragms for deck bulb tee girders shall attain a minimum
compressive strength of 2,500-psi before any camber equalizing equipment is removed.
On deck bulb tee girders, girder deflection shall be equalized utilizing the approved
method before girders are weld-tied and before keyways are filled. Keyways between
tee girders shall be filled flush with the surrounding surfaces with nonshrink grout
conforming to Section 9-20.3(2), except that keyways for deck bulb tee girders receiving
a cast-in-place concrete deck slab need not be filled with grout. This nonshrink grout
shall have a compressive strength of 5,000-psi before the equalizing equipment is
removed. Compressive strength shall be determined by fabricating and testing cubes in
accordance with WSDOT Test Method 813 and testing in accordance with WSDOT FOP
for AASHTO T-106.
Welding ground shall be attached directly to the steel plates being welded when
welding the weld-ties on bulb tee girders.
No construction equipment shall be placed on the Structure, other than equalizing
equipment, until the girders have been weld-tied and the keyway grout has attained a
compressive strength of 5,000-psi.
6-02.3(26) cast-in-Place Prestressed concrete
Unless otherwise shown in the Plans, concrete for cast-in-place prestressed bridge
members shall be Class 4000D in the roadway deck, and Class 4000 at all other locations.
Air entrainment shall conform to Sections 6-02.3(2)A and 6-02.3(3).
The Contractor shall construct supporting falsework in a way that leaves the
Superstructure free to contract and lift off the falsework during post-tensioning. Forms
that will remain inside box girders to support the roadway slab shall, by design, resist
girder contraction as little as possible.
Before tensioning, the Contractor shall remove all side forms from girders. From
this point until 48-hours after grouting the tendons, the Contractor shall keep all
construction and other live loads off the Superstructure and shall keep the falsework
supporting the Superstructure in place.
Once the prestressing steel is installed, no welds or welding grounds shall be
attached to metal forms, structural steel, or reinforcing bars of the structural member.
The Contractor shall not stress the strands until all concrete has reached a
compressive strength of at least 4,000-psi (or the strength shown in the Plans). This
strength shall be measured on concrete test cylinders made of the same concrete cured
under the same conditions as the cast-in-place unit.
All post-tensioning shall be completed before sidewalks and barriers are placed.
2010 Standard Specifications M 41-10 Page 6-91
cONcRETE STRucTuRES 6-02
6-02.3(26)A Shop Drawings
Before casting the structural elements, the Contractor shall submit:
1. Seven sets of shop drawings for approval by the Department of Transportation
Bridge and Structures Engineer, Construction Support, addressed as follows:
If sent via US Postal Service:
Washington State Department of Transportation
Bridge and Structures Engineer
Construction Support
P. O. Box 47340
Olympia, WA 98504-7340
If sent via FedEx:
Washington State Department of Transportation
Bridge and Structures Engineer
Construction Support
7345 Linderson Way SW
Tumwater, WA 98501-6504; and
2. Two sets of shop drawings to the Project Engineer.
These shop drawings shall show complete details of the methods, materials, and
equipment the Contractor proposes to use in prestressing Work. The shop drawings shall
follow the design conditions shown in the Plans unless the Engineer permits equally
effective variations.
In addition, the shop drawings shall show:
1. The method and sequence of stressing.
2. Technical data on tendons and steel reinforcement, anchoring devices,
anchoring stresses, types of tendon conduit, and all other data on
prestressing operations.
3. Stress and elongation calculations. Separate stress and elongation calculations
shall be submitted for each tendon if the difference in tendon elongations
exceeds 2-percent.
4. That tendons in the bridge will be arranged to locate their center of gravity as
the Plans require.
5. Details of additional or modified reinforcing steel required by the
stressing system.
6. Procedures and lift-off forces at both ends of the tendon for performing a
force verification lift-off in the event of discrepancies between measured and
calculated elongations.
Couplings or splices will not be permitted in prestressing strands. Couplings or
splices in bar tendons are subject to the Engineer’s approval.
Friction losses used to calculate forces of the post-tensioning steel shall be based
on the assumed values used for the design. The assumed anchor set, friction coefficient
“μ”, and friction wobble coefficient “k” values for design are shown in the Plans. The
post-tensioning supplier may revise the assumed anchor set value provided all the stress
and force limits listed in Section 6-02.3(26)G are met.
The Contractor shall determine all points of interference between the mild
steel reinforcement and the paths of the post-tensioning tendons. Details to resolve
interferences shall be submitted with the shop drawings for approval. Where reinforcing
bar placement conflicts with post-tensioning tendon placement, the tendon profile shown
in the Plans shall be maintained. Mild steel reinforcement for post-tensioning anchorage
zones shall not be fabricated until after the post-tensioning shop drawings have been
approved by the Engineer.
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6-02 cONcRETE STRucTuRES
Approval of these shop drawings will mean only that the Engineer considers
them to show a reasonable approach in enough detail. Approval will not indicate
a check on dimensions.
The Contractor may deviate from the approved shop drawings only after obtaining
the Engineer’s approval of a written request that describes the proposed changes.
Approval of a change in method, material, or equipment shall not relieve the Contractor
of any responsibility for completing the Work successfully.
Before physical completion of the project, the Contractor shall provide the Engineer
with reproducible originals of the shop drawings (and any approved changes). These
shall be clear, suitable for microfilming, and on permanent sheets that measure no smaller
than 11 by 17-inches. Alternatively, the shop drawings may be provided in an electronic
format with the approval of the Bridge and Structures Engineer.
6-02.3(26)B General Requirements for Anchorages
Post-tensioning reinforcement shall be secured at each end by means of an
approved anchorage device, which shall not kink, neck down, or otherwise damage
the post-tensioning reinforcement. The anchorage assembly shall be grouted to the
Engineer’s satisfaction.
The Structure shall be reinforced with steel reinforcing bars in the vicinity of the
anchorage device. This reinforcement shall be categorized into 2 zones. The first or local
zone shall be the anchorage region that closely surrounds the specific anchorage device.
The second or general zone shall be the portion of the anchorage region more remote
from the immediate anchorage device.
The steel reinforcing bars required locally for the concrete confinement immediately
around the anchorage device (first or local zone) shall be calculated by the post-
tensioning system supplier and shall be shown in the shop drawings. The calculations
shall be submitted with the shop drawings. The first or local zone steel reinforcing bars
shall be furnished and installed by the Contractor, at no additional cost to the Contracting
Agency, in addition to the structural reinforcement required by the Plans. The steel
reinforcing bars required in the second or general zone shall be as shown in the Plans and
are included in the appropriate Bid items.
The Contractor shall submit details, certified test reports, and/or supporting
calculations, as specified below, which verify the structural adequacy of the anchorage
devices for approval by the Engineer. This requirement does not apply where the
anchorage devices have been previously approved by the Contracting Agency for the
same Structure configuration. The Contractor shall also submit any necessary changes to
the Contract Plans. The test report shall specify all pertinent test data.
Dead ended anchorages will not be permitted. Dead ended anchorages are defined as
anchorages that cannot be accessed during the stressing operations.
Materials and workmanship shall conform to the applicable requirements of
Sections 6-03 and 9-06.
Before installing the anchorage device, the Contractor shall submit to the Engineer
a Manufacturer’s Certificate of Compliance in accordance with Section 1-06.3.
The Contractor’s proposed anchorage devices shall meet the requirements listed
in either Sections 6-02.3(26)C or 6-02.3(26)D.
6-02.3(26)c Bearing Type Anchorages
Bearing type anchorages shall conform to the following requirements:
1. The allowable bearing stress under Pjack prior to seating shall be taken:
a. If ρs = 0-percent then fcpi = 0.5 fci (A/Ag)½ < fci
2010 Standard Specifications M 41-10 Page 6-93
cONcRETE STRucTuRES 6-02
b. If ρs 2-percent then fcpi = 0.75 fci (A/Ag)½ < 1.5 fci
For ρs between 0-percent and 2-percent the allowable bearing stress may
be linearly interpolated.
For lightweight concrete the allowable bearing stress shall be reduced
by 20-percent.
2. The average concrete bearing stress on the net bearing area at the time of
jacking shall not exceed:
fbi = Pjack/Anet < fcpi
3. The bending stress in bearing plate at Pjack shall not exceed:
fs = 3fbi (n/t)2 < 0.8fsy
with stiffness n/t < 0.08 (Es/fbi)⅓
4. The allowable bearing stress between bearing plate and wedge plate at Pjack shall
not exceed:
fsbi < 1.5 fsy
where:
Pjack = Jacking force, but not less than 80-percent MUTS
MUTS = Acronym for Minimum Ultimate Tensile Strength, MUTS
is the force equal to the nominal cross sectional area of
strand, or bar, times their nominal tensile stress
AUTS = Acronym for Actual Ultimate Tensile Strength, measured as
a force
ax = Dimension of distribution area in X direction
ay = Dimension of distribution area in Y direction
A = ax ay = Distribution area within concrete support area
bx = Dimension of bearing plate in X direction
by = Dimension of bearing plate in Y direction
Ab = Net bearing area
Anet = Net bearing plate area after deducting center hole area
Ag = bx by = Gross bearing area
emax, emin = Maximum and minimum edge cover of bearing plate in
distribution area
fci = Compressive strength of concrete at time of initial stressing
fcpi = Permissible concrete compressive strength at time of
jacking
fbi = Average uniform concrete bearing stress under bearing
plate prior to seating produced by Pjack
fc = Compressive strength of concrete at 28-days
fs = Bending stress in steel bearing plate
fsbi = Allowable steel bearing stress under Pjack between wedge
plate and bearing plate
fsy = Yield strength of bearing plate or wedge plate material
whichever is lower
n = Largest distance from outer edge of wedge plate to outer
edge of bearing plate
ρs = Orthogonal reinforcement ratio in each of directions
(vertical and horizontal) expressed as a percentage of
distribution area
t = Thickness of bearing plate
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6-02 cONcRETE STRucTuRES
5. The relationship between gross bearing plate area and distribution area shall
satisfy the following conditions in the x and y direction:
If emin > 0.5 b then a = 2b
If emin < 0.5 b then a = (b + 2 emin)
but emax < 4 emin
6. For transverse post-tensioning of roadway slabs, the bearing stress shall not
exceed 0.9f’c at Pjack of all strands (before seating) or 4,000-psi at service load
after all losses.
6-02.3(26)D Non-Bearing Type Anchorages
All anchorages that do not conform to Section 6-02.3(26)C shall be defined as
non-bearing type anchorages. Except as allowed by Section 6-02.3(26)B, anchorages and
post-tensioning systems with non-bearing type anchorages shall be qualified by test.
Anchorage Qualification Test
A minimum of 3 successful anchorage qualification tests are required for each
tendon size. The materials for each qualification test shall be taken from different heats.
Test Block
The test block shall be a square or rectangular prism, depending on the shape of
bearing plate. The test block shall conform to the following:
1. The test block width and depth in each direction shall be 3-inches plus the
smaller of the following:
a. Two times the minimum edge distance from the center of the bearing plate
to the face of concrete.
b. The minimum center-to-center spacing of the bearing plate
2. The length of a test block containing a single anchorage and local zone, loaded
in a single machine, shall be at least 2 times the larger cross-sectional test
block dimension.
3. The length of test block with an anchorage and local zone on either end, loaded
by stressing a test tendon, shall be at least 4 times the larger cross-sectional test
block dimension.
4. The first or local zone of reinforcement in the test block behind the anchorage
for a distance equal to the largest of the 2 cross-sectional dimensions of the
anchorage shall simulate the actual first or local zone of reinforcement used in
the Structure. For the remaining length of the test block, the reinforcement may
be increased as required to prevent failure in that portion.
5. The concrete strength at the time of testing shall not exceed either the minimum
strength specified for the system at the time of tensioning, nor 85-percent of the
28-day cylinder strength for normal weight concrete or 70-percent of the 28-
day cylinder strength for lightweight concrete.
Test Procedure
The test force shall be applied to the wedge plate, or anchor nut, either in a
testing apparatus or through an oversized tendon. The force shall be applied in stages to
40-percent and then to 80-percent of MUTS. At 40-percent MUTS, the force shall be held
for 10-minutes to allow inspection for cracks. At 80-percent MUTS, the force shall be
held for 1-hour. Thereafter the force shall be increased to at least 120-percent MUTS, and
then either to failure or to the limit of testing equipment.
Acceptance criteria
For forces up to 40-percent MUTS, the width of concrete cracks shall not exceed
0.002-inch.
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cONcRETE STRucTuRES 6-02
After holding the force at 80-percent MUTS for 1-hour, the width of concrete cracks
shall not exceed 0.01-inch.
The test block shall not fail prior to reaching 120-percent MUTS.
Post-Tensioning System Qualification Test
A minimum of 1 successful system qualification test for each tendon size is required
for a representative full size tendon embedded in a concrete test block. The test shall
establish that all tendon components, including the spiral, orthogonal, and surface steel
reinforcing bars in the local zone, perform as required.
The test block shall conform to the requirements specified above for the anchorage
qualification test.
The test procedure shall conform to the requirements specified above
for the anchorage qualification test, except as noted. After the test force has been held at
80-percent MUTS for 1-hour, the force shall be increased to at least 95-percent MUTS.
The acceptance criteria shall be as specified above for the anchorage
qualification test.
Wedge Plate Qualification Test
Wedge plates shall meet the following requirements. A minimum of 3 successful
wedge plate tests, each from a different heat, for each tendon size are required:
1. After loading to 95-percent MUTS for the tendon and subsequent force release,
the permanent deflection of the wedge plate’s top surface shall not exceed 1⁄600
of clear span. The load test shall be performed with the wedge plate support
simulating conditions in the anchorage assembly. The force shall be applied by
pulling on a sample tendon using the strand system wedges.
2. The wedge plate shall be tested to static load tests, or to the loading capacity
of the testing equipment. The tests shall simulate actual tendon forces applied
to the wedges. The failure force shall be at least 120-percent MUTS for
the tendon.
6-02.3(26)E Ducts
Ducts shall be round, except that ducts for transverse post-tensioning of bridge deck
slabs may be rectangular. Ducts shall conform to the following requirements for internal
embedded installation and external exposed installation. Elliptical shaped duct may be
used if approved by the Engineer.
Ducts for Internal Embedded Installation
Ducts, including their splices, shall be semi-rigid, air and mortar tight, corrugated
plastic ducts of virgin polyethylene or polypropylene materials, free of water-soluble
chlorides or other chemicals reactive with concrete or post-tensioning reinforcement.
Ducts, including their splices, shall either have a white coating on the outside or shall
be of a white material with ultraviolet stabilizers added. Ducts, including their splices,
shall be capable of withstanding concrete pressures without deforming or permitting the
intrusion of cement paste during placement of concrete. All fasteners shall be appropriate
for use with plastic ducts, and all clamps shall be of an approved plastic material.
Polyethylene ducts shall conform to ASTM D 3350 with a cell classification of
345464A. Polypropylene ducts shall conform to ASTM D 4101 with a cell classification
of either PP0340B14541 or PP0340B67884. Resins used for duct fabrication shall have
a minimum oxidation induction time of 20-minutes, in accordance with ASTM D 3895,
based on tests performed by the duct fabricator on samples taken from the lot of finished
product. The duct thickness shall be as specified in Section 10.8.3 of the AASHTO LRFD
Bridge Construction Specifications, latest edition and current interims.
Page 6-96 2010 Standard Specifications M 41-10
6-02 cONcRETE STRucTuRES
Each duct shall maintain the required profile within a placement tolerance of plus
or minus ¼-inch for longitudinal tendons and plus or minus ⅛-inch for transverse slab
tendons during all phases of the work. The minimum acceptable radius of curvature shall
be as recommended by the duct manufacturer and as supported by documented industry
standard testing. The ducts shall be completely sealed to keep out all mortar.
Each duct shall be located to place the tendon at the center of gravity alignment
shown in the Plans. To keep friction losses to a minimum, the Contractor shall install
ducts to the exact lines and grades shown in the Plans. Once in place, the ducts shall be
tied firmly in position before they are covered with concrete. During concrete placement,
the Contractor shall not displace or damage the ducts.
The ends of the ducts shall:
1. Permit free movement of anchorage devices, and
2. Remain covered after installation in the forms to keep out all water or debris.
Immediately after any concrete placement, the Contractor shall force blasts of oil-
free, compressed air through the ducts to break up and remove any mortar inside before
it hardens. Before deck concrete is placed, the Contractor shall satisfy the Engineer that
ducts are unobstructed and contain nothing that could interfere with tendon installation,
tensioning, or grouting. If the tendons are in place, the Contractor shall show that they are
free in the duct.
Ducts shall be capped and sealed at all times until the completion of grouting to
prevent the intrusion of water.
Strand tendon duct shall have an inside cross-sectional area large enough to
accomplish strand installation and grouting. The area of the duct shall be at least
2.5 times the net area of prestressing steel in the duct. The maximum duct diameter shall
be 4½-inches.
The inside diameter of bar tendon duct shall at least be ¼-inch larger than the bar
diameter. At coupler locations the duct diameter shall at least be ¼-inch larger than the
coupler diameter.
Ducts installed and cast into concrete prior to prestressing steel installation, shall be
capable of withstanding at least 10-feet of concrete fluid pressure.
Ducts shall have adequate longitudinal bending stiffness for smooth, wobble free
placement. A minimum of 3 successful duct qualification tests are required for each
diameter and type of duct, as follows:
1. Ducts with diameters 2-inches and smaller shall not deflect more than 3-inches
under its own weight, when a 10-foot. duct segment is supported at its ends.
2. Ducts larger than 2-inches in diameter shall not deflect more than 3-inches
under its own weight, when a 20-foot duct segment is supported at its ends.
3. Duct shall not dent more than ⅛-inch under a concentrated load of 100-pounds
applied between corrugations by a #4 steel reinforcing bar.
When the duct must be curved in a tight radius, more flexible duct may be used,
subject to the Engineer’s approval.
Ducts for External Exposed Installation
Duct shall be high-density polyethylene (HDPE) conforming to ASTM D 3350.
The cell classification for each property listed in Table 1 shall be as follows:
Property Cell Classification
1 3 or 4
2 2, 3, or 4
3 4 or 5
4 4 or 5
5 2 or 3
6 2, 3, or 4
2010 Standard Specifications M 41-10 Page 6-97
cONcRETE STRucTuRES 6-02
The color code shall be C.
Duct for external tendons, including their splices, shall be water tight, seamless or
welded, and be capable of resisting at least 150-psi grout pressure.
Transition couplers between ducts shall conform to either the standard pressure
ratings of ASTM D 3505 or the hydrostatic design stresses of ASTM F 714 at 73°F. The
inside diameter through the coupled length shall not be less than that produced by the
dimensional tolerances specified in ASTM D 3505.
Workers performing HDPE pipe welding shall have satisfactorily completed a
certified HDPE pipe welding course and shall have a minimum of 5-years experience in
welding HDPE pipe.
The Contractor shall submit the name and HDPE pipe welding work experience of
each HDPE pipe welder proposed to perform this Work in the project. The experience
submittal for each HDPE pipe welder shall include:
The Engineer may require the HDPE pipe welder to demonstrate test HDPE pipe
welding before receiving final approval.
1. The name of the pipe welder.
2. The name, date, and location of the certified HDPE pipe welding course, with
the course completion certificate.
3. A list of at least 3 projects in the last 5-years where the pipe welder performed
HDPE pipe welding, including:
a. The project name and location, and date of construction.
b. The Governmental Agency/Owner.
c. The name, address, and phone number of the Governmental Agency/
Owner’s representative.
The Contractor shall not begin HDPE pipe welding operations until receiving
the Engineer’s approval of the work experience submittal for each HDPE pipe welder
performing HDPE pipe welding in the project.
Transitions
Transitions between ducts and wedge plates shall have adequate length to reduce the
angle change effect on the performance of strand-wedge connection, friction loss at the
anchorage, and fatigue strength of the post-tensioning reinforcement.
Vents, Grout Injection Ports, Drains, and caps
The Contractor shall install vents at high points and drains at low points of the
tendon profile (and at other places if the Plans require). Vents at high points shall consist
of a set of three vents: one to be installed at the high point of the duct, and flanking vents
to be installed on either side of the high-point vent at locations where the duct profile
is 8 to 12-inches below the elevation of the high-point vent. Vents shall include grout
injection ports.
Vents and drains shall have a minimum inside diameter of ¾-inches, and shall be
of either stainless steel, nylon, or polyolefin materials, free of water-soluble chlorides or
other chemicals reactive with concrete or post-tensioning reinforcement. Stainless steel
vents and drains shall conform to ASTM A 240 Type 316. Nylon vents and drains shall
conform to cell classification S-PA0141 (weather-resistant). Polyolefin vents and drains
shall contain an antioxidant with a minimum oxidation induction time of 20-minutes in
accordance with ASTM D 3895. Polyolefin vents and drains shall also have a stress crack
resistance of 3-hours minimum when tested at an applied stress of 350-psi in accordance
with ASTM F 2136.
All fasteners shall be appropriate for use with plastic ducts, and all clamps shall be
of an approved plastic material. Taping of connections is not allowed. Valves shall be
positive mechanical shut-off valves. Valves, and associated caps, shall have a minimum
pressure rating of 100-psi.
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6-02 cONcRETE STRucTuRES
Vents shall point upward and remain closed until grouting begins. Drains shall point
downward and remain open until grouting begins. Ends of stainless steel vents and drains
shall be removed 1-inch inside the concrete surface after grouting has been completed.
Ends of nylon or polyolefin vents and drains may be left flush to the surface unless
otherwise specified by the Engineer. Vents, except for grout injection, are not required for
transverse post-tensioning ducts in the roadway slab unless specified in the Plans.
Caps shall be made of either stainless steel or fiber reinforced polymer (FRP).
Stainless steel caps shall conform to ASTM A 240 Type 316L. The resin for FRP caps
shall be either nylon, polyester, or acrylonitrite butadiene styrene (ABS). Nylon shall
conform to cell classification S-PA0141 (weather-resistant). Caps shall be sealed with
“O” ring seals or precision-fitted flat gaskets placed against the bearing plate. Caps
shall be fastened to the anchorage with stainless steel bolts conforming to ASTM A 240
Type 316L.
leak Tightness Testing
The Contractor shall test each completed duct assembly for leak tightness prior to
casting concrete and placing post-tensioning reinforcement. The Contractor shall submit
the equipment used to conduct the leak tightness testing and to monitor and record the
pressure maintained in and lost from the closed assembly, and the process to be followed
in conducting the leak-tightness testing, to the Engineer for approval along with the post-
tensioning system shop drawings in accordance with Section 6-02.3(26)A.
Prior to testing, all vents, grout injection ports, and drains shall either be capped
or have their shut-off valves closed. The Contractor shall pressurize the completed duct
assembly to an initial air pressure of 50-psi. This pressure shall be held for 5-minutes to
allow for internal adjustments within the assembly. After 5-minutes, the air supply valve
shall be closed. The Contractor shall monitor and measure the pressure maintained within
the closed assembly, and any subsequent loss of pressure, over a period of 1-minute
following the closure of the air supply valve. Locations of leakage shall be identified,
repaired, or reconstructed, and the repaired reassembled duct system retested. The cycle
of testing, repair, and retesting of each completed duct assembly shall continue until the
completed duct assembly completes a test with pressure loss within the specified amount.
The maximum pressure loss for duct assemblies equal to or less than 150-feet in length
shall be 25-psig. The maximum pressure loss for duct assemblies greater than 150-feet in
length shall be 15-psig.
6-02.3(26)F Prestressing Reinforcement
All prestressing reinforcement strand shall comply with Section 9-07.10. They
shall not be coupled or spliced. Tendon locations shown in the Plans indicate final
positions after stressing (unless the Plans say otherwise). No tendon made of 7-wire
strands shall contain more than 37 strands of ½-inch diameter, or more than 27 strands
of 0.6-inch diameter.
All prestressing reinforcement bar shall conform to Section 9-07.11. They shall not
be coupled or spliced except as otherwise specified in the Plans or Special Provisions.
Prestressing reinforcement not conforming to either Section 9-07.10 or 9-07.11 will
not be allowed except as otherwise noted. Such reinforcement may be used provided
it is specifically allowed by the Plans or Special Provisions, it satisfies all material
and performance criteria specified in the Plans or Special Provisions, and receives the
Engineer’s approval.
From manufacture to encasement in concrete or grout, prestressing strand shall
be protected against dirt, oil, grease, damage, and all corrosives. Strand shall be stored
in a dry, covered area and shall be kept in the manufacturer’s original packaging. If
prestressing strand has been damaged or pitted, it will be rejected. Prestressing strand
with rust shall be spot-cleaned with a nonmetallic pad to inspect for any sign of pitting or
2010 Standard Specifications M 41-10 Page 6-99
cONcRETE STRucTuRES 6-02
section loss. If the prestressing reinforcement will not be stressed and grouted for more
that 7-calendar days after it is placed in the ducts, the Contractor shall place an approved
corrosion inhibitor conforming to Federal Specification MIL-P-3420F-87 in the ducts.
The feeding ends of the strand tendons shall be equipped with a bullet nosing or
similar apparatus to facilitate strand tendon installation.
Strand tendons may be installed by pulling or pushing. Any equipment capable to
performing the task may be used, provided it does not damage the strands and conforms
to the following:
1. Pulling lines shall have a capacity of at least 2.5 times the dead weight of the
tendons when used for essentially horizontal tendon installation.
2. Metal pushing wheels shall not be used.
3. Bullets for checking duct clearance prior to concreting shall be rigid and be
⅛-inch smaller than the inside diameter of the duct. Bullets for checking duct
after concreting shall be less than ¼-inch smaller than the inside diameter of
the duct.
6-02.3(26)G Tensioning
Equipment for tensioning post-tensioning reinforcement shall meet the following
requirements:
1. Stressing equipment shall be capable to produce a jacking force of at least
80-percent MUTS of the post-tensioning reinforcement.
2. Jacking force test capacity shall be at least 95-percent MUTS of the post-
tensioning reinforcement.
3. Wedge seating methods shall assure uniform seating of wedge segments and
uniform wedge seating losses on all strand tendons.
4. Accumulation of differential seating losses during tensioning cycling shall be
prevented by proper devices.
5. Jacks used for stressing tendons less than 20-feet long shall have wedge power
seating capability.
The Contractor shall not begin to tension the tendons until:
1. All concrete has reached a compressive strength of at least 4,000-psi or the
strength specified in the Plans (demonstrated on test cylinders made of the same
concrete cured under the same conditions as that in the bridge), and
2. The Engineer is satisfied that all strands are free in the ducts.
Tendons shall be tensioned to the values shown in the Plans (or approved shop
drawings) with hydraulic jacks. When stressing from both ends of a tendon is specified,
it need not be simultaneous unless otherwise specified in the Plans. The jacking sequence
shall follow the approved shop drawings.
Each jack shall have a pressure gauge that will determine the load applied to the
tendon. The gauge shall display pressure accurately and readably with a dial at least
6-inches in diameter or with a digital display. Each jack and its gauge shall be calibrated
as a unit and shall be accompanied by a certified calibration chart. The Contractor
shall provide 1 copy of this chart to the Engineer for use in monitoring. The cylinder
extension during calibration shall be in approximately the position it will occupy at final
jacking force.
All jacks and gauges must be recalibrated and recertified: (1) at least every
180-days, and (2) after any repair or adjustment. The Engineer may use pressure
cells to check jacks, gauges, and calibration charts before and during tensioning.
Page 6-100 2010 Standard Specifications M 41-10
6-02 cONcRETE STRucTuRES
These stress limits apply to all tendons (unless the Plans set other limits):
1. Maximum service load after all losses: 80-percent of the specified yield point
stress of the steel.
2. Maximum tensile stress during jacking: 80-percent MUTS of the tendon.
3. Maximum initial stress at anchorage after seating: 70-percent MUTS
of the tendon.
Tendons shall be anchored at initial stresses that will ultimately maintain service
loads at least as great as the Plans require.
As stated in Section 6-02.3(26)A, the assumed design friction coefficient “μ”
and wobble coefficient “k” shown in the Plans shall be used to calculate the stressing
elongation. These coefficients may be revised by the post-tensioning supplier by the
following method provided it is approved by the Engineer:
Early in the project, the post-tensioning supplier shall test, in place, 2
representative tendons of each size and type shown in the Plans, for the purpose of
accurately determining the friction loss in a strand and/or bar tendon.
The test procedure shall consist of stressing the tendon at an anchor assembly
with load cells at the dead end and jacking end. The test specimen shall be tensioned
to 80-percent of ultimate in 10 increments. For each increment, the gauge pressure,
elongation, and load cell force shall be recorded and the data furnished to the
Engineer. The theoretical elongations and post-tensioning forces shown on the
post-tensioning shop drawings shall be re-evaluated by the post-tensioning supplier
using the results of the tests and corrected as necessary. Revisions to the theoretical
elongations shall be submitted to the Engineer for evaluation and approval.
The apparatus and methods used to perform the tests shall be proposed by the post-
tensioning supplier and be subject to the approval of the Engineer.
All costs associated with testing and evaluating test data shall be included in
the unit Contract prices for the applicable items of Work involved.
As tensioning proceeds, the Engineer will be recording the applied load, tendon
elongation, and anchorage seating values.
Elongation measurements shall be made at each stressing location to verify that
the tendon force has been properly achieved. If proper anchor set has been achieved
and the measured elongation of each strand tendon is within plus or minus 7-percent of
the approved calculated elongation, the stressed tendon represented by the elongation
measurements is acceptable to the Contracting Agency.
In the event discrepancies greater than 7-percent exist between the measured
and calculated elongations, the jack calibration shall be checked and stressing records
reviewed for any evidence of wire or strand breakage. If the jack if properly calibrated
and there is no evidence of wire or strand breakage, a force verification lift off shall
be performed to verify the force in the tendon. The post-tensioning supplier force
verification lift off procedure shall provide access for visual verification of anchor plate
lift off. The jacking equipment shall be capable of bridging and lifting off the anchor
plate. The tendon is acceptable if the verification lift off force is not less than 99-percent
of the approved calculated force nor more than 70-percent of the specified minimum
ultimate tensile strength of the prestressing steel or as approved by the Engineer.
Elongation measurements shall be recorded for bar tendons to verify proper
tensioning only. Acceptance will be by force verification lift off. The bar tendon is
acceptable if the verification lift off force is not less than 95-percent nor more than
105-percent of the approved calculated force or as approved by the Engineer.
When removing the jacks, the Contractor shall relieve stresses gradually before
cutting the prestressing reinforcement. The prestressing strands shall be cut a minimum of
1-inch from the face of the anchorage device.
2010 Standard Specifications M 41-10 Page 6-101
cONcRETE STRucTuRES 6-02
6-02.3(26)h Grouting
Grout for post-tensioning reinforcement shall conform to Section 9-20.3(1).
Prepackaged components of the grout mix shall be used within 6-months or less from
date of manufacture to date of usage. Grout for post-tensioning reinforcement will be
accepted based on manufacturer’s certificate of compliance in accordance with Section
1-06.3, except that the water-cementitious material ratio of 0.45 maximum shall be
field verified.
All grout produced for any single structure shall be furnished by one supplier.
All grouting operations shall be conducted by ASBI-certified grout technicians.
The Contractor shall submit a grouting operation Plan to the Engineer for approval
in accordance with Section 6-01.9. The grouting operation Plan shall include, but not be
limited to, the following:
1. Names of the grout technicians, accompanied by documentation of their ASBI
certification.
2. Type, quantity, and brand of materials used in the grouting operations,
including all manufacturer’s certificates of compliance.
3. Type of equipment to be used, including meters and measuring devices used
to positively measure the quantity of materials used to mix the post-tensioning
grout, the equipment capacity in relation to demand and working conditions,
and all back-up equipment and spare parts.
4. General grouting procedure.
5. Duct leak tightness testing and repair procedures as specified in Section
6-02.3(26)E.
6. Methods used to control the rate of grout flow within the ducts.
7. Theoretical grout volume calculations, and target flow rates recommended by
the grout manufacturer as a function of the mixer equipment and the expected
range of ambient temperatures.
8. Grout mixing and pumping procedures.
9. Direction of grouting.
10. Sequence of use of the grout injection ports, vents, and drains.
11. Procedures for handling blockages.
12. Procedures for postgrouting repairs.
The Contractor shall not begin grouting operations until receiving the Engineer’s
approval of the grouting operation Plan.
Post-tensioning grout shall be mixed in accordance with the prepackaged grout
manufacturer’s recommendations using high-shear colloidal mixers. Mechanical paddle
mixers will not be allowed. The grout produced for filling post-tensioning ducts shall be
free of lumps and undispersed cement. All equipment used to mix each batch of post-
tensioning grout shall be equipped with appropriate meters and measuring devices to
positively measure all quantities of all materials used to produce the mixed grout. The
field test for water-cementitious materials ratio shall be performed prior to beginning
the grout injection process. Grouting shall not begin until the material properties of each
batch of grout have been confirmed as acceptable.
After tensioning the tendons, the Contractor shall again blow oil-free, compressed
air through each duct. All drains shall then be closed and the vents opened. Grout caps
shall be installed at tendon ends prior to grouting. After completely filling the duct with
grout, the Contractor shall pump the grout from the low end at a pressure of not more
than 250-psig, except for transverse tendons in deck slabs the grout pressure shall not
exceed 100-psig. Grout shall be continuously wasted through each vent until no more air
Page 6-102 2010 Standard Specifications M 41-10
6-02 cONcRETE STRucTuRES
or water pockets show. At this point, all vents shall be closed and grouting pressure at
the injector held between 100 and 200-psig for at least 10-seconds, except for transverse
tendons in deck slabs the grouting pressure shall be held between 50 and 75-psig for
at least 10-seconds. The Contractor shall leave all plugs, caps, and valves in place and
closed for at least 24-hours after grouting.
Grouting equipment shall:
1. Include a pressure gauge with an upper end readout of between 275 and
325-psig;
2. Screen the grout before it enters the pump with an easily reached screen that
has clear openings of no more than 0.125-inches;
3. Be gravity fed from an attached, overhead hopper kept partly full during
pumping; and
4. Be able to complete the largest tendon on the project in no more than
20-minutes of continuous grouting.
In addition, the Contractor shall have standby equipment (with a separate power
source) available for flushing the grout when the regular equipment cannot maintain a
1-way flow of grout. This standby equipment shall be able to pump at 250-psig.
The grout ejected from the end vent shall have a minimum flow of 11-seconds.
The grout mix shall be injected within 30-minutes after the water is added to the
cement. Temperature of the surrounding concrete shall be at least 35°F from the time
the grout injecting begins until 2-inch cubes of the grout have a compressive strength of
800-psi. Cubes shall be made in accordance with WSDOT Test Method T 813 and stored
in accordance with WSDOT FOP for AASHTO T 23. If ambient conditions are such that
the surrounding concrete temperature may fall below 35°F, the Contractor shall provide
a heat source and protective covering for the Structure to keep the temperature of the
surrounding concrete above 35°F. Grout temperature shall not exceed 90°F during mixing
and pumping. If conditions are such that the temperature of the grout mix may exceed
90°F, the Contractor will make necessary provisions, such as cooling the mix water and/
or dry ingredients, to ensure that the temperature of the grout mix does not exceed 90°F.
6-02.3(27) concrete for Precast units
Precast units shall not be removed from forms until the concrete has attained a
minimum compressive strength of 70-percent of the specified design strength as verified
by rebound number determined in accordance with WSDOT FOP for ASTM C 805.
Precast units shall not be shipped until the concrete has reached the specified design
strength as determined by testing cylinders made from the same concrete as the precast
units. The cylinders shall be made, handled, and stored in accordance with WSDOT FOP
for AASHTO T 23 and compression tested in accordance with AASHTO Test Method
T 22 and AASHTO Test Method T 231.
Self compacting concrete (SCC) may be used for precast concrete barrier covered
under Section 6-10 and drainage items covered under Section 9-12. If self compacting
concrete has been approved for use the requirements of Section 6-02.3(4)C consistency
shall not apply. Self compacting concrete is concrete that is able to flow under its own
weight and completely fill the formwork, even in the presence of dense reinforcement,
without the need of any vibration, while maintaining homogeneity. When using SCC
modified testing procedures for air content and compressive strength will be used. The
modification shall be that molds will be filled completely in 1 continuous lift without
any rodding, vibration, tamping or other consolidation methods other than lightly taping
around the exterior of the mold with a rubber mallet to allow entrapped air bubbles to
escape. In addition the fabricators QC testing shall include Slump Flow Test results,
2010 Standard Specifications M 41-10 Page 6-103
cONcRETE STRucTuRES 6-02
which do not indicate segregation. As part of the plants approval for use of SCC the plant
fabricator shall cast 1 barrier, or drainage item and have that barrier or drainage item
sawed in half for examination by the Contracting Agency to determine that segregation
has not occurred.
6-02.3(28) Precast concrete Panels
The Contractor shall perform quality control inspection. The manufacturing
plant for precast concrete units shall be certified by the Precast/Prestressed Concrete
Institute’s Plant Certification Program for the type of precast member to be produced,
or the National Precast Concrete Association’s Plant Certification Program or be an
International Congress Building Officials or International Code Council Evaluation
Services recognized fabricator of structural precast concrete products, and shall be
approved by WSDOT as a Certified Precast Concrete Fabricator prior to the start
of production. WSDOT Certification will be granted at, and renewed during, the
annual precast plant review and approval process. Products that shall conform to this
requirement include noise barrier panels, wall panels, floor and roof panels, marine pier
deck panels, retaining walls, pier caps, and bridge deck panels. Precast concrete units that
are prestressed shall meet all the requirements of Section 6-02.3(25).
The Contracting Agency intends to perform Quality Assurance Inspection. By its
inspection, the Contracting Agency intends only to facilitate the Work and verify the
quality of that Work. This inspection shall not relieve the Contractor of any responsibility
for identifying and replacing defective material and workmanship.
Prior to the start of production of the precast concrete units, the Contractor shall
advise the Engineer of the production schedule. The Contractor shall give the Inspector
safe and free access to the Work. If the Inspector observes any nonspecification Work or
unacceptable quality control practices, the Inspector will advise the plant manager. If the
corrective action is not acceptable to the Engineer, the unit(s) will be rejected.
6-02.3(28)A Shop Drawings
Before casting the structural elements, the Contractor shall submit:
1. Seven sets of shop drawings for approval by the Department of Transportation
Bridge and Structures Engineer, Construction Support, addressed as follows:
If sent via US Postal Service:
Washington State Department of Transportation
Bridge and Structures Engineer
Construction Support
P. O. Box 47340
Olympia, WA 98504-7340
If sent via FedEx:
Washington State Department of Transportation
Bridge and Structures Engineer
Construction Support
7345 Linderson Way SW
Tumwater, WA 98501-6504; and
2. Two sets of shop drawings to the Project Engineer.
These shop drawings shall show complete details of the methods, materials, and
equipment the Contractor proposes to use in prestressing/precasting Work. The shop
drawings shall follow the design conditions shown in the Plans unless the Engineer
approves equally effective variations.
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6-02 cONcRETE STRucTuRES
The shop drawings shall contain as a minimum:
1. Unit shapes (elevations and sections) and dimensions.
2. Finishes and method of constructing the finish (i.e., forming, rolling, etc.).
3. Reinforcing, joint, and connection details.
4. Lifting, bracing, and erection inserts.
5. Locations and details of hardware attached to the Structure.
6. Relationship to adjacent material.
Approval of these shop drawings shall not relieve the Contractor of responsibility
for accuracy of the drawings or conformity with the Contract. Approval will not indicate
a check on dimensions.
The Contractor may deviate from the approved shop drawings only after obtaining
the Engineer’s approval of a written request that describes the proposed changes.
Approval of a change in method, material, or equipment shall not relieve the Contractor
of any responsibility for completing the Work successfully.
Before completion of the Contract, the Contractor shall provide the Engineer with
reproducible originals of the shop drawings (and any approved changes). These shall
be clear, suitable for microfilming, and on permanent sheets that conform with the size
requirements of Section 6-01.9.
6-02.3(28)B casting
Before casting precast concrete units, the Contractor and Fabrication Inspector shall
have possession of an approved set of shop drawings.
Concrete shall meet requirements of Section 6-02.3(25)B for annual pre-approval of
the concrete mix design, and slump.
Precast units shall not be removed from forms until the concrete has attained
a minimum compressive strength of 70-percent of the specified design strength. A
minimum compressive strength at other than 70-percent may be used for specific precast
units if the fabricator requests and receives approval as part of the WSDOT plant
certification process.
Forms may be steel or plywood faced, providing they impart the required finish to
the concrete.
6-02.3(28)c curing
Concrete in the precast units shall be cured by either moist or accelerated
curing methods. The methods to be used shall be preapproved in the WSDOT plant
certification process.
1. For moist curing, the surface of the concrete shall be kept covered or moist
until such time as the compressive strength of the concrete reaches the strength
specified for stripping. Exposed surfaces shall be kept continually moist by
fogging, spraying, or covering with moist burlap or cotton mats. Moist curing
shall commence as soon as possible following completion of surface finishing.
2. For accelerated curing, heat shall be applied at a controlled rate following the
initial set of concrete in combination with an effective method of supplying or
retaining moisture. Moisture may be applied by a cover of moist burlap, cotton
matting, or other effective means. Moisture may be retained by covering the
unit with an impermeable sheet.
Heat may be radiant, convection, conducted steam or hot air. Heat the concrete to
no more than 100°F during the first 2-hours after pouring the concrete, and then increase
no more than 25°F per hour to a maximum of 175°F. After curing is complete, cool the
concrete no more than 25°F per hour to 100°F. Maintain the concrete temperature above
60°F until the unit reaches stripping strength.
2010 Standard Specifications M 41-10 Page 6-105
cONcRETE STRucTuRES 6-02
Concrete temperature shall be monitored by means of a thermocouple embedded in
the concrete (linked with a thermometer accurate to plus or minus 5°F). The recording
sensor (accurate to plus or minus 5°F) shall be arranged and calibrated to continuously
record, date, and identify concrete temperature throughout the heating cycle. This
temperature record shall be made available to the Engineer for inspection and become a
part of the documentation required.
The Contractor shall never allow dry heat to directly touch exposed unit surfaces at
any point.
6-02.3(28)D contractors control Strength
The concrete strength at stripping and the verification of design strength shall
be determined by testing cylinders made from the same concrete as the precast units.
The cylinders shall be made, handled, and stored in accordance with WSDOT FOP for
AASHTO T 23 and compression tested in accordance with AASHTO Test Method T 22
and AASHTO Test Method T 231.
For accelerated cured units, concrete strength shall be measured on test cylinders
cast from the same concrete as that in the unit. These cylinders shall be cured under
time-temperature relationships and conditions that simulate those of the unit. If the forms
are heated by steam or hot air, test cylinders will remain in the coolest zone throughout
curing. If forms are heated another way, the Contractor shall provide a record of the
curing time-temperature relationship for the cylinders for each unit to the Engineer. When
2 or more units are cast in a continuous line and in a continuous pour, a single set of test
cylinders may represent all units provided the Contractor demonstrates uniformity of
casting and curing to the satisfaction of the Engineer.
The Contractor shall mold, cure, and test enough of these cylinders to
satisfy Specification requirements for measuring concrete strength. The Contractor may
use 4-inch by 8-inch or 6-inch by 12-inch cylinders. The Contractor shall let cylinders
cool for at least ½-hour before testing for release strength.
Test cylinders may be cured in a moist room or water tank in accordance with
WSDOT FOP for AASHTO T-23 after the unit concrete has obtained the required release
strength. If, however, the Contractor intends to ship the unit prior to standard 28-day
strength test, the design strength for shipping shall be determined from cylinders placed
with the unit and cured under the same conditions as the unit. These cylinders may be
placed in a noninsulated, moisture-proof envelope.
To measure concrete strength in the precast unit, the Contractor shall randomly
select 2 test cylinders and average their compressive strengths. The compressive strength
in either cylinder shall not fall more than 5-percent below the specified strength. If these
2 cylinders do not pass the test, 2 other cylinders shall be selected and tested.
6-02.3(28)E Finishing
The Contractor shall provide a finish on all relevant concrete surfaces as defined in
Section 6-02.3(14), unless the Plans or Special Provisions require otherwise.
6-02.3(28)F Tolerances
The units shall be fabricated as shown in the Plans, and shall meet the dimensional
tolerances listed in the latest edition of PCI-MNL-166, unless otherwise required by the
Plans or Special Provisions.
6-02.3(28)G handling and Storage
The Contractor shall lift all units only by adequate devices at locations designated
on the shop drawings. When these devices and locations are not shown in the Plans,
Section 6-02.3(25)L shall apply.
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6-02 cONcRETE STRucTuRES
Precast units shall be stored off the ground on foundations suitable to prevent
differential settlement or twisting of the units. Stacked units shall be separated and
supported by dunnage of uniform thickness capable of supporting the units. Dunnage
shall be arranged in vertical planes. The upper units of a stacked tier shall not be used as
storage areas for shorter units unless substantiated by engineering analysis and approved
by the Engineer.
6-02.3(28)h Shipping
Precast units shall not be shipped until the concrete has reached the specified design
strength, and the Engineer has reviewed the fabrication documentation for Contract
compliance and stamped the precast concrete units “Approved for Shipment”. The units
shall be supported in such a manner that they will not be damaged by anticipated impact
on their dead load. Sufficient padding material shall be provided between tie chains and
cables to prevent chipping or spalling of the concrete.
6-02.3(28)I Erection
When the precast units arrive on the project, the Project Engineer will confirm
that they are stamped “Approved for Shipment.” The Project Engineer will evaluate the
present units for damage before accepting them.
The Contractor shall lift all units by suitable devices at locations designated on the
shop drawings. Temporary shoring or bracing shall be provided, if necessary. Units shall
be properly aligned and leveled as required by the Plans. Variations between adjacent
units shall be leveled out by a method approved by the Engineer.
6-02.4 Measurement
Except as noted below, all classes of concrete shall be measured in place by the
cubic yard to the neat lines of the Structure as shown in the Plans.
Exception: concrete in cofferdam seals. Payment for Class 4000W concrete used in
these seals will be based on the volume calculated using the neatline dimensions for the
seal as shown in the Contract Plans. For calculated purposes, the horizontal dimension
will be increased by 1-foot outside the seal neatline perimeter. The vertical dimension
is the distance between the top and bottom neatline elevations. No payment will be
made for any concrete that lies outside of these limits to accommodate the Contractor’s
cofferdam configuration. If the Engineer eliminates the seal in its entirety a Contract
change order will be issued.
Exception: concrete in a separate lump-sum, Superstructure Bid item. Any concrete
quantities noted under this item in the Special Provisions will not be measured. Although
the Special Provisions list approximate quantities for the Contractor’s convenience,
the Contracting Agency does not guarantee the accuracy of these estimates. Before
submitting a Bid, the Contractor shall have verified the quantities. Even though actual
quantities used may vary from those listed in the Special Provisions, the Contracting
Agency will not adjust the lump sum Contract price for Superstructure (except for
approved changes).
The Contracting Agency will pay for no concrete placed below the established
elevation of the bottom of any footing or seal.
Lean concrete will be measured by the cubic yard for the quantity of material placed
per the producer’s invoice, except that lean concrete included in other Contract items will
not be measured.
No deduction will be made for pile heads, reinforcing steel, structural steel, bolts,
weep holes, rustications, chamfers, edgers, joint filler, junction boxes, miscellaneous
hardware, ducts or less than 6-inch diameter drain pipes when computing concrete
quantities for payment.
2010 Standard Specifications M 41-10 Page 6-107
cONcRETE STRucTuRES 6-02
All reinforcing steel will be measured by the computed weight of all metal actually
in place and required by the Plans or the Engineer. Epoxy-coated bars will be measured
before coating. The Contractor shall furnish (without extra allowance):
1. Spreaders, form blocks, wire clips, and other fasteners.
2. Extra steel in splices not shown in the Plans.
3. Extra shear steel at construction joints not shown in the Plans when the
Engineer permits such joints for the Contractor’s convenience.
The following table shall be used to compute weight of reinforcing steel:
Steel Reinforcing Bar
Deformed Bar
Designation Number
Nominal
Diameter Inches
Unit Weight
Pounds per Foot
3 0.375 0.376
4 0.500 0.668
5 0.625 1.043
6 0.750 1.502
7 0.875 2.044
8 1.000 2.670
9 1.128 3.400
10 1.270 4.303
11 1.410 5.313
14 1.690 7.650
18 2.260 13.600
Gravel backfill will be measured as specified in Section 2-09.4.
No specific unit of measure will apply to the lump sum item for cure box.
Bridge approach slab will be measured by the square yard.
6-02.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal:
“Conc. Class ____”, per cubic yard.
“Commercial Concrete”, per cubic yard.
All concrete, except in Superstructure when this is covered by a separate Bid item,
will be paid for at the unit Contract price per cubic yard in place for the various classes
of concrete. All costs in connection with furnishing and applying pigmented sealer to
concrete surfaces as specified shall be included in the unit contract price per cubic yard
for “Conc. Class ____.” If the concrete is to be paid for other than by class of concrete,
then the costs shall be included in the applicable adjacent item of work.
“Superstructure (name bridge)”, lump sum.
All costs in connection with providing holes for vents, for furnishing and installing
cell drainage pipes for box girder Structures, and furnishing and placing grout and
shims under steel shoes shall be included in the unit Contract prices for the various Bid
items involved.
All costs in connection with the construction of weep holes, including the gravel
backfill for drains surrounding the weep holes except as provided in Section 2-09.4,
shall be included by the Contractor in the unit Contract price per cubic yard for “Conc.
Class ____”.
“Lean Concrete”, per cubic yard.
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Lean concrete, except when included in another Bid item, will be paid for at the unit
Contract price per cubic yard.
“St. Reinf. Bar”, per pound.
“Epoxy-Coated St. Reinf. Bar”, per pound.
Payment for reinforcing steel shall include the cost of furnishing, fabricating,
and placing the reinforcement. In Structures of reinforced concrete where there are no
structural steel Bid items, such minor metal parts as expansion joints, bearing assemblies,
and bolts will be paid for at the unit Contract price for “Reinforcing Bar” unless
otherwise specified.
“Gravel Backfill for Foundation Class A”, per cubic yard.
“Gravel Backfill for Foundation Class B”, per cubic yard.
“Gravel Backfill for Wall”, per cubic yard.
“Deficient Strength Conc. Price Adjustment”, by calculation.
“Deficient Strength Conc. Price Adjustment” will be calculated and paid for as
described in Section 6-02.3(5)L. For the purpose of providing a common Proposal for all
Bidders, the Contracting Agency has entered an amount for the item “Deficient Strength
Conc. Price Adjustment” in the Bid Proposal to become a part of the total Bid by the
Contractor. The item “Deficient Strength Conc. Price Adjustment” covers all applicable
classes of concrete.
“Cure Box”, lump sum.
The lump sum Contract price for “Cure Box” shall be full pay for all costs for
providing, operating, maintaining, moving and removing the cure boxes and providing,
maintaining and operating all necessary power sources and connections needed to operate
the curing boxes.
“Bridge Approach Slab”, per square yard.
The unit Contract price per square yard for “Bridge Approach Slab” shall be full pay
for providing, placing, and compacting the crushed surfacing base course, furnishing and
placing Class 4000A concrete, and furnishing and installing compression seal, anchors,
and reinforcing steel.
2010 Standard Specifications M 41-10 Page 6-109
STEEl STRucTuRES 6-03
6-03 STEEl STRucTuRES
6-03.1 Description
This Work consists of furnishing, fabricating, erecting, cleaning, and painting steel
Structures and the structural steel parts of nonsteel Structures
6-03.2 Materials
Materials shall meet the requirements of the following sections:
Structural Steel and Related Materials 9-06
Paints 9-08
Grout 9-20.3
Structural steel shall be classified as:
1. Structural carbon steel (to be used whenever the Plans do not specify another
classification),
2. Structural low alloy steel, and
3. Structural high strength steel.
Unless the Plans or Special Provisions state otherwise, the following shall be
classified as structural carbon steel: shims; ladders; stairways; anchor bolts and sleeves;
pipe, fittings and fastenings used in handrails; and other metal parts, even if made of other
materials, for which payment is not specified.
All AASHTO M 270 material used in what the Plans show as main load-carrying
tension members or as tension components of flexural members shall meet the Charpy
V-notch requirements of AASHTO M 270 temperature zone 2. All AASHTO M 270
material used in what the Plans show as fracture critical members shall meet the Charpy
V-notch requirements of AASHTO M 270, Fracture Critical Impact Test Requirements,
temperature zone 2. Charpy V-notch requirements for other steel materials shall be as
specified in the Plans and Special Provisions.
The Contractor shall submit for the Engineer’s approval a written plan for visibly
marking the material so that it can be traced. These marks shall remain visible at least
through the fit-up of the main load-carrying tension members. The marking method shall
permit the Engineer to verify: (1) material Specification designation, (2) heat number, and
(3) material test reports to meet any special requirements.
For steel in main load-carrying tension members and in tension components of
flexural members, the Contractor shall include the heat numbers on the reproducible
copies of the as-built shop plans.
6-03.3 construction Requirements
Structural steel fabricators of girders, floorbeams, truss members, and stringers, for
permanent steel bridges, shall be certified under the AISC Quality Certification Program,
Major Steel Bridges Category. When fracture critical members are specified in the
Contract, structural steel fabricators shall also have an endorsement F, Fracture Critical,
under the AISC Quality Certification Program.
6-03.3(1) Vacant
6-03.3(2) Facilities for Inspection
The Contractor shall provide all facilities the Inspector requires to inspect material
and workmanship. Inspectors shall be given safe and free access to all areas in the mill
and shop.
6-03.3(3) Inspector’s Authority
The Inspector may reject materials or workmanship that does not comply with these
Specifications. In any dispute, the Contractor may appeal to the Engineer whose decision
shall be final.
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6-03 STEEl STRucTuRES
By its inspection at the mill and shop, the Contracting Agency intends only to
facilitate the Work and prevent errors. This inspection shall not relieve the Contractor
of any responsibility for identifying and replacing defective material or workmanship.
6-03.3(4) Rejections
Even if the Inspector accepts materials or finished members, the Contracting Agency
may later reject them if defective. The Contractor shall promptly replace or make good
any rejected materials or workmanship.
6-03.3(5) Mill Orders and Shipping Statements
The Contractor shall furnish as many copies of mill orders and shipping statements
as the Engineer requires.
6-03.3(6) Weighing
Structural steel need not be weighed unless the Plans or Special Provisions require
it. When a weight is required, it may either be calculated or obtained by scales. The
Contractor shall furnish as many copies of the calculations or weight slips as the Engineer
requires. If scale weights are used, the Contractor shall record separately the weights
of all tools, erection material, and dunnage.
6-03.3(7) Shop Plans
The Contractor shall submit for approval all shop detail plans for fabricating the
steel. These shall be sent to the Department of Transportation Bridge and Structures
Engineer, Construction Support, addressed as follows:
If sent via US Postal Service:
Washington State Department of Transportation
Bridge and Structures Engineer
Construction Support
P. O. Box 47340
Olympia, WA 98504-7340
If sent via FedEx:
Washington State Department of Transportation
Bridge and Structures Engineer
Construction Support
7345 Linderson Way SW
Tumwater, WA 98501-6504
If these plans will be submitted directly from the fabricator, the Contractor shall so
notify the Project Engineer in writing.
Prints of the plans shall be supplied in these quantities:
1. Eight sets to the Bridge and Structures Engineer (4 more sets are required for
each affected railroad company on any grade separation Structure that carries a
railroad over a Highway), and
2. Two sets to the Project Engineer.
The Bridge and Structures Engineer will return the plans to the Project Engineer,
who will forward copies to the Contractor. If any sheets require correction, the Contractor
shall correct and resubmit them in the quantities required above. No material shall be
fabricated until: (1) the Bridge and Structures Engineer has approved the plans, and
(2) the State Materials Engineer has approved the materials source and the fabricator.
In approving shop plans, the Contracting Agency accepts only the nature and scope
of the details without validating any dimensions.
Unless the Engineer permits it in writing, no changes shall be made in any drawing
after its approval.
2010 Standard Specifications M 41-10 Page 6-111
STEEl STRucTuRES 6-03
Before physical completion of the project, the Contractor shall furnish the Project
Engineer 1 set of reproducible copies of the as-built shop plans. (One more set is
required for each affected railroad company on any grade separation Structure that
carries a railroad over a Highway.) The reproducible copies shall be clear, suitable for
microfilming, and on permanent sheets that measure no smaller than 11 by 17-inches.
Alternatively, the shop drawings may be provided in an electronic format with the
approval of the Bridge and Structures Engineer.
6-03.3(7)A Erection Methods
Before beginning to erect any steel Structure, the Contractor shall submit to the
Engineer for review and shall have received approval for the erection plan and procedure
describing the methods the Contractor intends to use. The Contractor’s erection plan
and procedure shall be reviewed by the steel fabricator prior to being submitted to
the Engineer. The Contractor shall submit evidence that the fabricator has reviewed
the erection plans and procedure; and submit the fabricator’s review comments to the
Engineer along with the erection plan submittal.
The erection plan and procedure shall provide complete details of the erection
process including but not limited to:
1. Temporary falsework support, bracing, guys, deadmen, and attachments
to other Structure components or objects;
2. Procedure and sequence of operation;
3. Girder stresses during progressive stages of erection;
4. Girder masses , lift points, and lifting devices, spreaders, glommers, etc.;
5. Crane(s) make and model, mass, geometry, lift capacity, outrigger size and
reactions;
6. Girder launcher or trolley details and capacity (if intended for use); and
7. Locations of cranes, barges, trucks delivering girders, and the location of
cranes and outriggers relative to other Structures, including retaining walls and
wing walls.
The erection plan shall include drawings, notes, catalog cuts, and calculations clearly
showing the above listed details, assumptions, and dimensions. Material properties,
Specifications, structural analysis, and any other data used shall also be included. The
plan shall be prepared by (or under the direct supervision of) a Professional Engineer,
licensed under Title 18 RCW, State of Washington, in the branch of Civil or Structural,
and shall carry the engineer’s seal and signature, in accordance with Section 6-02.3(16).
The Contractor shall submit the erection plans, calculations, procedure, and
fabricator’s comments directly to the Bridge and Structures Office, Construction Support
Engineer, in accordance with Section 6-02.3(16). After the plan is approved and returned
to the Contractor, all changes that the Contractor proposes shall be submitted to the
Project Engineer for review and approval.
6-03.3(8) Substitutions
The Contractor shall not substitute sections that differ from Plan dimensions unless
the Engineer approves in writing. If the Contractor requests and receives approval to
substitute heavier members, the Contracting Agency shall not pay any added cost.
6-03.3(9) handling, Storing, and Shipping of Materials
Markings applied at the mill shall distinguish structural low alloy steel from
structural carbon steel. The fabricator shall keep the 2 classes of steel carefully separated.
Before fabrication, all material stored at the fabricating plant shall be protected
from rust, dirt, oil, and other foreign matter. The Contracting Agency will accept no rust-
pitted material.
Page 6-112 2010 Standard Specifications M 41-10
6-03 STEEl STRucTuRES
After fabrication, all material awaiting shipment shall be subject to the same storage
requirements as unfabricated material.
All structural steel shall arrive at the job in good condition. As the Engineer requires,
steel damaged by salt water shipment shall be thoroughly cleaned by high pressure water
flushing, chemical cleaning, or sandblasting, and repainted with the specified shop coat.
All material shall be stored so as to prevent rust and loss of small parts. Piled
material shall not rest on the ground or in water but on skids or platforms.
The loading, transporting, unloading, and piling of the structural steel material
shall be so conducted that the metal will be kept clean and free from injury from rough
handling.
In field assembly of structural parts, the Contractor shall use methods and equipment
not likely to twist, bend, deform, or otherwise injure the metal. Any member slightly bent
or twisted shall be corrected before it is placed. The Contracting Agency will reject any
member with serious handling damage.
Girder sections shall be handled so as to prevent damage to the girders. If necessary,
the Contractor shall provide temporary stiffeners to prevent buckling during erection.
6-03.3(10) Straightening Bent Material
If the Engineer permits in writing, plates, angles, other shapes, and built-up
members may be straightened. Straightening methods shall not fracture or injure the
metal. Distorted members shall be straightened mechanically. A limited amount of
localized heat may be applied only if carefully planned and supervised, and only if the
Engineer has approved a heat-straightening procedure in writing.
Parts to be heat-straightened shall be nearly free from all stress and external forces
except those that result from the mechanical pressure used with the heat.
After straightening, the Contractor will inspect the member for fractures using a
method determined by the Contracting Agency.
The Contracting Agency will reject metal showing sharp kinks and bends.
The procedure for heat straightening of universal mill (UM) plates by the mill or the
fabricator shall be submitted to the Engineer for approval.
6-03.3(11) Workmanship and Finish
Workmanship and finish shall be first-class, equaling the best practice in modern
bridge fabrication shops. Welding, shearing, burning, chipping, and grinding shall be
done neatly and accurately. All parts of the Work exposed to view shall be neatly finished.
Wherever the Plans show a surface finish symbol, the surface shall be machined.
6-03.3(12) Falsework
All falsework shall meet the requirements of Section 6-02.
6-03.3(13) Fabricating Tension Members
Plates for main load-carrying tension members or tension components of flexural
members shall be:
1. Blast cleaned entirely or blast cleaned on all areas within 2-inches of welds to
SSPC-SP6, Commercial Blast Cleaning, and
2. Fabricated from plate stock with the primary rolling direction of the stock
parallel to the length of the member.
6-03.3(14) Edge Finishing
All rolled, sheared, and thermal cut edges shall be true to line and free of rough
corners and projections. Corners along exposed sheared or cut edges shall be broken by
light grinding or another method approved by the Engineer to achieve an approximate
1⁄16-inch chamfer or rounding.
2010 Standard Specifications M 41-10 Page 6-113
STEEl STRucTuRES 6-03
Sheared edges on plates more than ⅝-inch thick shall be planed, milled, ground,
or thermal cut to a depth of at least ⅛-inch.
Re-entrant corners or cuts shall be filleted to a minimum radius of 1-inch.
Exposed edges of main load-carrying tension members or tension components
of flexural members shall have a surface roughness no greater than 250-micro-
inches as defined by the American National Standards Institute, ANSI B46.1, Surface
Texture. Exposed edges of other members shall have surface roughness no greater than
1,000-micro-inches.
The Rockwell hardness of thermal-cut edges of structural low alloy or high-strength
steel flanges, as specified in Section 9-06.2 and 9-06.3, for main load-carrying tension
members or tension components of flexural members shall not exceed RHC 30. The
fabricator shall prevent excessive hardening of flange edges through preheating, post
heating, or control of the burning process as recommended by the steel manufacturer and
approved by the Engineer.
Hardness testing shall consist of testing thermal-cut edges with an approved portable
hardness tester. The hardness tester, and it’s operating test procedures, shall be submitted
to the Engineer for approval prior to use. The hardness tester shall be convertible to
Rockwell C scale values.
At 2 locations, 2 tests shall be performed on each thermal-cut edge, 1 each within
¼-inch of the top and bottom surfaces. The tests shall be located ¼-the length of each
thermal-cut edge from each end of the cut. If 1 or more readings are greater than RHC
30, the entire length of the edge shall be ground or machined to a depth sufficient to
provide acceptable readings upon further retests. If thermal-cutting operations conform to
procedures approved by the Engineer, and hardness testing results are consistently within
acceptable limits, the Engineer may approve a reduction in the testing frequency.
6-03.3(15) Planing of Bearing Surfaces
Ends of columns that bear on base and cap plates shall be milled to true surfaces and
accurate bevels.
When assembled, caps and base plates of columns and the sole plates of girders
and trusses shall have a fit tolerance within 1⁄32-inch for 75-percent of the contact area. If
warped or deformed, the plates shall be heat straightened, planed, or corrected in some
other way to produce accurate, even contact. If necessary for proper contact, bearing
surfaces that will contact other metal surfaces shall be planed or milled. Surfaces of
warped or deformed base and sole plates that will contact masonry shall be rough
finished.
On the surface of expansion bearings, the cut of the planer shall be in the direction
of expansion.
6-03.3(16) Abutting Joints
Abutting ends of compression members shall be faced accurately so that they bear
evenly when in the Structure. On built-up members, the ends shall be faced or milled
after fabrication.
Ends of tension members at splices shall be rough finished to produce neat, close
joints. A contact fit is not required.
6-03.3(17) End connection Angles
On floorbeams and stringers, end connection angles shall be flush with each other
and set accurately in relationship to the position and length of the member. Unless the
Plans require it, end connection angles shall not be finished. If, however, faulty assembly
requires them to be milled, milling shall not reduce thickness by more than ¹⁄16-inch.
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6-03 STEEl STRucTuRES
6-03.3(18) Built Members
The various pieces forming one built member shall be straight and close fitting, true
to detailed dimensions, and free from twists, bends, open joints, or other defects.
When fabricating curved girders, localized heat or the use of mechanical force shall
not be used to bend the girder flanges about an axis parallel to girder webs.
6-03.3(19) hand holes
Hand holes, whether punched or cut with burning torches, shall be true to sizes and
shapes shown in the Plans. Edges shall be true to line and ground smooth.
6-03.3(20) lacing Bars
Unless the Plans state otherwise, ends of lacing bars shall be neatly rounded.
6-03.3(21) Plate Girders
6-03.3(21)A Web Plates
If web plates are spliced, gaps between plate ends shall be set at shop assembly
to measure ¼-inch, and shall not exceed ⅜-inch.
6-03.3(21)B Vacant
6-03.3(21)c Web Splices and Fillers
Web splice plates and fillers under stiffeners shall fit within ⅛-inch at each end.
In lieu of the steel material specified in the Plans or Special Provisions, the Contractor
may substitute ASTM A 1008 or ASTM A 1011 steel for all filler plates less than ¼-inch
thickness, provided that the grade of filler plate steel meets or exceeds that of the splice
plates.
6-03.3(22) Eyebars
Eyebars shall be straight, true to size, and free from twists or folds in the neck or
head and from any other defect that would reduce their strength. Heads shall be formed
by upsetting, rolling, or forging. Dies in use by the manufacturer may determine the
shape of bar heads if the Engineer approves. Head and neck thickness shall not overrun
by more than ¹⁄16-inch. Welds shall not be made in the body or head of any bar.
Each eyebar shall be properly annealed and carefully straightened before it is bored.
Pinholes shall be located on the centerline of each bar and in the center of its head. Holes
in bar ends shall be so precisely located that in a pile of bars for the same truss panel the
pins may be inserted completely without driving. All eyebars made for the same locations
in trusses shall be interchangeable.
6-03.3(23) Annealing
All eyebars shall be annealed by being heated uniformly to the proper temperature,
then cooled slowly and evenly in the furnace. At all stages, the temperature of the bars
shall be under full control.
Slight bends on secondary steel members may be made without heat. Crimped web
stiffeners need no annealing.
6-03.3(24) Pins and Rollers
Pins and rollers shall be made of the class of forged steel the Plans specify. They
shall be turned accurately to detailed dimensions, smooth, straight, and flawless. The final
surface shall be produced by a finishing cut.
Pins and rollers 9-inches or less in diameter may either be forged and annealed or
made of cold-finished carbon steel shafting.
2010 Standard Specifications M 41-10 Page 6-115
STEEl STRucTuRES 6-03
Pins more than 9-inches in diameter shall have holes at least 2-inches in diameter
bored longitudinally through their centers. Pins with inner defects will be rejected.
The Contractor shall provide pilot and driving nuts for each size of pin unless the
Plans state otherwise.
6-03.3(24)A Boring Pin holes
Pin holes shall be bored true to detailed dimensions, smooth and straight, and at
right angles to the axis of the member. Holes shall be parallel with each other unless the
Plans state otherwise. A finishing cut shall always be made.
The distance between holes shall not vary from detailed dimensions by more than
¹⁄32-inch. In tension members, this distance shall be measured from outside to outside of
holes; in compression members, inside to inside.
6-03.3(24)B Pin clearances
Each pin shall be ¹⁄50-inch smaller in diameter than its hole. All pins shall be
numbered after being fitted into their holes in the assembled member.
6-03.3(25) Welding and Repair Welding
Welding and repair welding of all steel bridges shall comply with the AASHTO/
AWS D1.5M/D1.5:2002 Bridge Welding Code. Welding and repair welding for all other
steel fabrication shall comply with the AWS D1.1/D1.1M, latest edition, Structural
Welding Code. The requirements described in the remainder of this section shall prevail
whenever they differ from either of the above welding codes.
The Contractor shall weld structural steel only to the extent shown in the Plans.
No welding, including tack and temporary welds shall be done in the shop or field unless
the location of the welds is shown on the approved shop drawings or approved by the
Engineer in writing.
Welding procedures shall be submitted for approval with shop drawings . The
procedures shall specify the type of equipment to be used, electrode selection, preheat
requirements, base materials, and joint details. When the procedures are not prequalified
by AWS or AASHTO, evidence of qualification tests shall be submitted.
Welding shall not begin until after the Contractor has received the Engineer’s
approval of shop plans as required in Section 6-03.3(7). These plans shall include
procedures for welding, assembly, and any heat-straightening or heat-curving.
Any welded shear connector longer than 8-inches may be made of 2 shorter shear
connectors joined with full-penetration welds.
In shielded metal-arc welding, the Contractor shall use low-hydrogen electrodes.
In submerged-arc welding, flux shall be oven-dried at 550ºF for at least 2-hours,
then stored in ovens held at 250ºF or more. If not used within 4-hours after removal from
a drying or storage oven, flux shall be redried before use.
Preheat and interpass temperatures shall conform to the applicable welding code
as specified in this section. When welding main members of steel bridges, the minimum
preheat shall not be less than 100ºF.
If groove welds (web-to-web or flange-to-flange) have been rejected, they may be
repaired no more than twice. If a third failure occurs, the Contractor shall:
1. Trim the members, if the Engineer approves, at least ½-inch on each side of the
weld; or
2. Replace the members at no expense to the Contracting Agency.
By using extension bars and runoff plates, the Contractor shall terminate groove
welds in a way that ensures the soundness of each weld to its ends. The bars and plates
shall be removed after the weld is finished and cooled. The weld ends shall then be
ground smooth and flush with the edges of abutting parts.
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6-03 STEEl STRucTuRES
The Contractor shall not:
1. Weld with electrogas or electroslag methods,
2. Weld nor flame cut when the ambient temperature is below 20ºF, or
3. Use coped holes in the web for welding butt splices in the flanges unless the
Plans show them.
6-03.3(25)A Welding Inspection
The Contractor’s inspection procedures, techniques, methods, acceptance criteria,
and inspector qualifications for welding of steel bridges shall be in accordance with the
AASHTO/AWS D1.5M/D1.5:2002 Bridge Welding Code. The Contractor’s inspection
procedures, techniques, methods, acceptance criteria, and inspector qualifications for
welding of steel Structures other than steel bridges shall be in accordance with AWS
D1.1/D1.1M, latest edition, Structural Welding Code. The requirements described in
the remainder of this section shall prevail whenever they differ from either of the above
welding codes.
Nondestructive testing in addition to visual inspection shall be performed by the
Contractor. Unless otherwise shown in the Plans or specified in the Special Provisions,
the extent of inspection shall be as specified in this section. Testing and inspection shall
apply to welding performed in the shop and in the field.
Visual Inspection
All welds shall be 100-percent visually inspected. Visual inspection shall be
performed before, during, and after the completion of welding.
Radiographic Inspection
Complete penetration tension groove welds in Highway bridges shall be
100-percent radiographically inspected. These welds include those in the tension
area of webs, where inspection shall cover the greater of these 2 distances: (a)
15-inches from the tension flange, or (b) ⅓ of the web depth. In addition, edge
blocks conforming to the requirements of AASHTO/AWS D1.5M/D1.5:2002 Structural
Welding Code Section 6.10.14 shall be used for radiographic inspection.
ultrasonic Inspection
Complete penetration groove welds on plates thicker than 5⁄16-inch in the following
welded assemblies or Structures shall be 100-percent ultrasonically inspected:
1. Welded connections and splices in Highway bridges and earth retaining
Structures, excluding longitudinal butt joint welds in beam or girder webs.
2. Bridge bearings and modular expansion joints.
3. Sign bridges, cantilever sign Structures, and bridge mounted sign brackets
excluding longitudinal butt joint welds in beams.
4. Light, signal, and strain pole standards, as defined in Section 9-29.6.
The testing procedure and acceptance criteria for tubular members shall conform
to the requirements of the AWS D1.1/D1.1M latest edition, Structural Welding Code.
Magnetic Particle Inspection
1. Fillet and partial penetration groove welds:
At least 30-percent of each size and type of fillet welds (excluding intermittent
fillet welds) and partial penetration groove welds in the following welded
assemblies or Structures shall be tested by the magnetic particle method:
a. Flange-to-web connections in Highway bridges.
b. End and intermediate pier diaphragms in Highway bridges.
c. Stiffeners and connection plates in Highway bridges.
d. Welded connections and splices in earth retaining Structures.
2010 Standard Specifications M 41-10 Page 6-117
STEEl STRucTuRES 6-03
e. Boxed members of trusses.
f. Bridge bearings and modular expansion joints.
g. Sign bridges, cantilever sign Structures, and bridge mounted sign brackets.
h. Light, signal, and strain pole standards, as defined in Section 9-29.6.
2. Longitudinal butt joint welds in beam and girder webs:
At least 30-percent of each longitudinal butt joint weld in the beam and girder
webs shall be tested by the magnetic particle method.
3. Complete penetration groove welds on plates 5⁄16-inch or thinner shall be 100-
percent tested by the magnetic particle method. Testing shall apply to both sides
of the weld, if backing plate is not used.
4. The ends of each complete penetration groove weld at plate edges shall be
tested by the magnetic particle method.
Where 100-percent testing is not required, the Engineer reserves the right to select
the location(s) for testing.
If rejectable flaws are found in any test length of weld in Item 1 or 2 above, the
full length of the weld or 5-feet on each side of the test length, whichever is less, shall
be tested.
After the Contractor’s welding inspection is complete, the Contractor shall allow the
Engineer sufficient time to perform quality assurance ultrasonic welding inspection.
The Contractor shall maintain the radiographs and the radiographic inspection
report in the shop until the last joint to be radiographed in that member is accepted by
the radiographer representing the Contractor. Within 2-working days following this
acceptance, the Contractor shall mail the film and 2 copies of the radiographic inspection
report to the Materials Engineer, Department of Transportation, PO Box 47365, Olympia,
WA 98504-7365.
6-03.3(26) Screw Threads
Screw threads shall be U.S. Standard and shall fit closely in the nuts.
6-03.3(27) high Strength Bolt holes
At the Contractor’s option under the conditions described in this section, holes may
be punched or subpunched and reamed, drilled or subdrilled and reamed, or formed by
numerically controlled drilling operations.
The hole for each high strength bolt shall be ¹⁄16-inch larger than the nominal
diameter of the bolt.
In fabricating any connection, the Contractor may subdrill or subpunch the
holes then ream full size after assembly or drill holes full size from the solid with all
thicknesses of material shop assembled in the proper position. If the Contractor chooses
not to use either of these methods, then the following shall apply:
1. Drill bolt holes in steel splice plates full size using steel templates.
2. Drill bolt holes in the main members of trusses, arches, continuous beam spans,
bents, towers, plate girders, box girders, and rigid frames at all connections as
follows:
a. A minimum of 30-percent of the holes in 1 side of the connection shall be
made full size using steel templates.
b. A minimum of 30-percent of the holes in the second side shall be made
full size assembled in the shop.
c. All remaining holes may be made full size in unassembled members using
steel templates.
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6-03 STEEl STRucTuRES
3. Drill bolt holes in crossframes, gussets, lateral braces, and other secondary
members full size using steel templates.
The Contractor shall submit for the Engineer’s approval a detailed outline of the
procedures proposed to accomplish the Work from initial drilling through shop assembly.
6-03.3(27)A Punched holes
For punched holes, die diameter shall not exceed punch diameter by more than
¹⁄16-inch. Any hole requiring enlargement to admit the bolt shall be reamed. All holes
shall be cut clean with no torn or ragged edges. The Contracting Agency will reject
components having poorly matched holes.
6-03.3(27)B Reamed and Drilled holes
Reaming and drilling shall be done with short taper reamers or twist drills,
producing cylindrical holes perpendicular to the member. Reamers and drills shall be
directed mechanically, not hand-held. Connecting parts that require reamed or drilled
holes shall be assembled and held securely as the holes are formed, then match-marked
before disassembly. The Contractor shall provide the Engineer a diagram showing these
match-marks. The Contracting Agency will reject components having poorly matched
holes.
Burrs on outside surfaces shall be removed. If the Engineer requires, the Contractor
shall disassemble parts to remove burrs.
If templates are used to ream or drill full-size connection holes, the templates
shall be positioned and angled with extreme care and bolted firmly in place. Templates
for reaming or drilling matching members or the opposite faces of 1 member shall be
duplicates. All splice components shall be match-marked unless otherwise approved by
the Engineer.
6-03.3(27)c Numerically controlled Drilled connections
In forming any hole described in Section 6-03.3(27), the fabricator may use
numerically controlled (N/C) drilling or punching equipment if it meets the requirements
in this subsection.
The Contractor shall submit for approval a detailed outline of proposed N/C
procedures. This outline shall:
1. Cover all steps from initial drilling or punching through check assembly;
2. Include the specific members of the Structure to be drilled or punched, hole
sizes, locations of the common index and other reference points, makeup
of check assemblies, and all other information needed to describe the
process fully.
N/C holes may be drilled or punched to size through individual pieces, or may
be drilled through any combination of tightly clamped pieces.
When the Engineer requires, the Contractor shall demonstrate that the N/C
procedure consistently produces holes and connections meeting the requirements
ofthese Specifications.
6-03.3(27)D Accuracy of Punched, Subpunched, and Subdrilled holes
After shop assembly and before reaming, all punched, subpunched, and subdrilled
holes shall meet the following standard of accuracy. At least 75-percent of the holes in
each connection shall permit the passage of a cylindrical pin ⅛-inch smaller in diameter
than nominal hole size. This pin shall pass through at right angles to the face of the
member without drifting. All holes shall permit passage of a pin ³⁄16-inch smaller in
diameter than nominal hole size. The Contracting Agency will reject any pieces that fail
to meet these standards.
2010 Standard Specifications M 41-10 Page 6-119
STEEl STRucTuRES 6-03
6-03.3(27)E Accuracy of Reamed and Drilled holes
At least 85-percent of all holes in a connection of reamed or drilled holes shall show
no offset greater than ¹⁄32-inch between adjacent thicknesses of metal. No hole shall have
an offset greater than ¹⁄16-inch.
Centerlines from the connection shall be inscribed on the template and holes shall be
located from these centerlines. Centerlines shall also be used for accurately locating the
template relative to the milled or scribed ends of the members.
Templates shall have hardened steel bushing inserted into each hole. These bushings
may be omitted, however, if the fabricator satisfies the Engineer (1) that the template will
be used no more than 5 times, and (2) that use will produce no template wear.
Each template shall be at least ½-inch thick. If necessary, thicker templates shall be
used to prevent buckling and misalignment as holes are formed.
6-03.3(27)F Fitting for Bolting
Before drilling, reaming, and bolting begins, all parts of a member shall be
assembled, well pinned, and drawn firmly together. If necessary, assembled pieces shall
be taken apart to permit removal of any burrs or shavings produced as the holes are
formed. The member shall be free from twists, bends, and other deformation.
In shop-bolted connections, contacting metal surfaces shall be sandblasted clean
before assembly. Sandblasting shall meet the requirements of the SSPC Specifications for
Commercial Blast Cleaning (SSPC-SP 6).
Any drifting done during assembly shall be no more than enough to bring the parts
into place. Drifting shall not enlarge the holes or distort the metal.
6-03.3(28) Shop Assembly
6-03.3(28)A Method of Shop Assembly
Unless the Contract states otherwise, the Contractor shall choose 1 of the 5 shop
assembly methods described below that will best fit the proposed erection method.
The Contractor shall obtain the Engineer’s approval of both the shop assembly and the
erection methods before Work begins.
1. Full Truss or Girder Assembly. Each truss or girder is completely assembled
over the full length of the Superstructure.
2. Progressive Truss or Girder Assembly. Each truss or girder is assembled in
stages longitudinally over the full length of the Superstructure.
a. For trusses: The first stage shall include at least 3 adjacent truss panels.
Each truss panel shall include all of the truss members in the space
bounded by the top and bottom chords and the horizontal distance between
adjacent bottom chord Joints.
b. For girders: The first stage shall include at least 3 adjacent girder shop
sections. Shop sections are measured from the end of the girder to the first
field splice or from field splice to field splice.
c. For trusses and girders: After the first stage has been completed, each
subsequent stage shall be assembled to include: 2 truss panels or girder
shop sections of the previous stage (or 1 truss panel or girder shop
section, if approved by the Engineer) and 1 or more truss panels or girder
shop sections added at the advancing end. The previous stages shall
be repositioned if necessary, and pinned to ensure accurate alignment.
For straight sections of bridges without skews or tapers, girders in each
subsequent stage may be assembled to include 1 girder shop section from
the previous stage and 1 or more girder shop sections at the advancing end.
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6-03 STEEl STRucTuRES
If the bridge is longer than 150-feet, each longitudinal stage shall be at
least 150-feet long, regardless of the length of individual continuous truss
panels or girder shop sections.
The Contractor may begin the assembly sequence at any point on
the bridge and proceed in either or both directions from that point.
Unless the Engineer approves otherwise, no assembly shall have less than
3 truss panels or girder shop sections.
3. Full chord Assembly. The full length of each chord for each truss is
assembled with geometric angles at the joints. Chord connection bolt holes
are drilled/reamed while members are assembled. The truss web member
connections are drilled/reamed to steel templates set by relating geometric
angles to the chord lines.
At least 1 end of each web member shall be milled or scribed at right angles
to its long axis. The templates at both ends of the member shall be positioned
accurately from the milled end or scribed line.
4. Progressive chord Assembly. Adjacent chord sections are assembled in the
same way as specified for Full Chord Assembly, using the procedure specified
for Progressive Truss or Girder Assembly.
5. Special complete Structure Assembly. All structural steel members
(Superstructure and Substructure, including all secondary members) are
assembled at one time.
6-03.3(28)B check of Shop Assembly
The Contractor shall check each assembly for alignment, accuracy of holes, fit of
milled joints, and other assembly techniques. Drilling or reaming shall not begin until the
Engineer has given approval. If the Contractor uses N/C drilling, this approval must be
obtained before the assembly or stage is dismantled.
6-03.3(29) Vacant
6-03.3(30) Painting
All painting shall be in accordance with Section 6-07.
6-03.3(30)A Vacant
6-03.3(30)B Vacant
6-03.3(30)c Erection Marks
Erection marks to permit identification of members in the field shall be painted on
previously painted surfaces.
6-03.3(30)D Machine Finished Surfaces
As soon as possible and before they leave the shop, machine-finished surfaces on
abutting chord splices, column splices, and column bases shall be covered with grease.
After erection, the steel shall be cleaned and painted as specified.
All surfaces of iron and steel castings milled to smooth the surface shall be painted
with the primer called for in the specified paint system.
While still in the shop, machine-finished surfaces and inaccessible surfaces of
rocker or pin-type bearings shall receive the full paint system. Surfaces of pins and holes
machine-finished to specific tolerances shall not be painted. But as soon as possible and
before they leave the shop, they shall be coated with grease.
2010 Standard Specifications M 41-10 Page 6-121
STEEl STRucTuRES 6-03
6-03.3(31) Alignment and camber
Before beginning field bolting, the Contractor shall:
1. Adjust the Structure to correct grade and alignment,
2. Regulate elevations of panel points (ends of floorbeams), and
3. Delay bolting at compression joints until adjusting the blocking to provide full
and even bearing over the whole joint.
On truss spans, a slight excess camber will be permitted as the bottom chords are
bolted. But camber and relative elevations of panel points shall be correct before the top
chord joints, top lateral system, and sway braces are bolted.
6-03.3(31)A Measuring camber
The Contractor shall provide the Engineer with a diagram for each truss that shows
camber at each panel point. This diagram shall display actual measurements taken as the
truss is being assembled.
6-03.3(32) Assembling and Bolting
To begin bolting any field connection or splice, the Contractor shall install and
tighten to snug-tight enough bolts to bring all parts into full contact with each other prior
to tightening these bolts to the specified minimum tension. “Snug-tight” means either
the tightness reached by (l) a few blows from an impact wrench or (2) the full effort
of a person using a spud wrench.
As erection proceeds, all field connections and splices for each member shall be
securely drift pinned and bolted in accordance with 1 or 2 below before the weight of
the member can be released or the next member is added. Field erection drawings shall
specify pinning and bolting requirements that meet or exceed the following minimums:
1. Joints in Normal Structures. Fifty-percent of the holes in a single field
connection and 50-percent of the holes on each side of a single joint in a
splice plate shall be filled with drift pins and bolts. Thirty-percent of the filled
holes shall be pinned. Seventy-percent of the filled holes shall be bolted and
tightened to snug-tight. Once all these bolts are snug-tight, each bolt shall be
systematically tightened to the specified minimum tension. “Systematically
tightened” means beginning with bolts in the most rigid part, which is usually
the center of the joint, and working out to its free edges. The fully tensioned
bolts shall be located near the middle of a single field connection or a single
splice plate.
2. Joints in cantilevered Structures. Seventy five-percent of the holes in a
single field connection and 75-percent of the holes on each side of a single joint
in a splice plate shall be filled with drift pins and bolts. Fifty-percent of the
filled holes shall be pinned. Fifty-percent of the filled holes shall be bolted and
tightened to snug-tight. Once all these bolts are snug-tight, each bolt shall be
systematically tightened to the specified minimum tension. The fully tensioned
bolts shall be located near the middle of a single field connection or a single
splice plate.
Drift pins shall be placed throughout each field connection and each field joint with
the greatest concentration in the outer edges of a splice plate or member being bolted.
To complete a joint following the method listed above, the Contractor shall fill all
remaining holes of the field connection or splice plate with bolts and tighten to snug-
tight. Once all of these bolts are snug-tight, each bolt shall be systematically tightened to
the specified minimum tension. After these bolts are tightened to the specified minimum
tension, the Contractor shall replace the drift pins with bolts tightened to the specified
minimum tension.
Page 6-122 2010 Standard Specifications M 41-10
6-03 STEEl STRucTuRES
The Contractor may complete a field bolted connection or splice in a continuous
operation before releasing the mass of the member or adding the next member. The
Contractor shall utilize drift pins to align the connection. The alignment drift pins shall
fill between 15 and 30-percent of the holes in a single field connection and between
15 and 30-percent of the holes on each side of a single joint in a splice plate. Once
the alignment drift pins are in place, all remaining holes shall be filled with bolts and
tightened to snug-tight starting from near the middle and proceeding toward the outer
gage lines. Once all of these bolts are snug-tight, the Contractor shall systematically
tighten all these bolts to the specified minimum tension. The Contractor shall then
replace the drift pins with bolts. Each of these bolts shall be tightened to the specified
minimum tension.
All bolts shall be placed with heads toward the outside and underside of the bridge.
All high-strength bolts shall be installed and tightened before the falsework is removed.
The Contractor may erect metal railings as erection proceeds. But railings shall not
be bolted or adjusted permanently until the falsework is released and the deck placed.
The Contractor shall not begin painting until the Engineer has inspected and
accepted field bolting.
6-03.3(33) Bolted connections
Bolts, nuts, hardened washers, and direct tension indicators shall meet the
requirements of Section 9-06.5(3).
All bolted connections are slip critical. Painted structures require either Type 1 or
Type 3 bolts. Unpainted structures require Type 3 bolts. AASHTO M 253 bolts shall not
be galvanized or be used in contact with galvanized metal.
Hardened washers are required under turned elements for connections using
AASHTO M 164 and AASHTO M 253 bolts and, as required in the following:
1. Irrespective of the tightening method, hardened washers shall be used under
both the head and the nut when AASHTO M 253 bolts are to be installed in
structural carbon steel, as specified in Section 9-06.1.
2. Where the outer face of the bolted parts has a slope greater than 1:20 with
respect to a plane normal to the bolt axis, a hardened beveled washer shall
be used to compensate for the lack of parallelism.
All galvanized nuts shall be lubricated with a lubricant containing a visible dye so
a visual check for the lubricant can be made at the time of field installation. Black bolts
shall be “oily” to the touch when installed. Weathered or rusted bolts and nuts shall be
cleaned and relubricated prior to installation.
After assembly, bolted parts shall fit solidly together. They shall not be separated by
washers, gaskets, or any other material. Assembled joint surfaces, including those next
to bolt heads, nuts, and washers, shall be free of loose mill scale, burrs, dirt, and other
foreign material that would prevent solid seating.
When all bolts in a joint are tight, each bolt shall carry at least the proof load shown
in Table 3 below:
2010 Standard Specifications M 41-10 Page 6-123
STEEl STRucTuRES 6-03
Table 3
Minimum Bolt Tension
Bolt Size
(inches)
AASHTO M 164
(pounds)
AASHTO M 253
(pounds)
½12,050 14,900
⅝19,200 23,700
¾28,400 35,100
⅞39,250 48,500
1 51,500 63,600
1⅛56,450 80,100
1¼71,700 101,800
1⅜85,450 121,300
1½104,000 147,500
Tightening may be done by either the turn-of-nut or the direct-tension indicator
method. Preferably, the nut shall be turned tight while the bolt is prevented from rotating.
However, if required because of bolt entering and/or wrench operational clearances,
tightening may be done by turning the bolt while the nut is prevented from rotating.
Following are descriptions of the turn-of-nut and direct-tension-indicator methods:
1. Turn-of-Nut Method. Hardened steel washers shall be used under the turned
elements. After a bolt in a connection or joint splice plate has been tightened
to snug-tight and all specified bolting conditions satisfied, it shall be tightened
to the specified minimum tension by rotating the amount specified in Table 4.
Before final tightening, the Contractor shall match-mark with crayon or paint
the outer face of each nut and the protruding part of the bolt. To ensure that this
tightening method is followed, the Engineer will (1) observe as the Contractor
installs and tightens all bolts and (2) inspect each match-mark.
Table 4
Turn-of-Nut Tightening Method Nut Rotational from Snug-Tight Condition
Bolt Length Disposition of Outer Faces of Bolted Parts
Condition 1 Condition 2 Condition 3
L <= 4D ⅓-turn ½-turn ⅔-turn
4D < L<= 8D ½-turn ⅔-turn 5⁄6-turn
8D < L<= 12D ⅔-turn 5⁄6- turn 1-turn
Bolt length measured from underside of head to top of nut.
Condition 1 — both faces at right angles to bolt axis.
Condition 2 — 1 face at right angle to bolt axis, 1 face sloped no more than
1:20, without bevel washer.
Condition 3 — both faces sloped no more than 1:20 from right angle to bolt
axis, without bevel washer.
Nut rotation is relative to the bolt regardless of which element (nut or bolt)
is being turned. Tolerances permitted plus or minus 30-degrees (1⁄12-turn) for final
turns of ½-turn or less; plus or minus 45-degrees (⅛-turn) for final turns of ⅔-turn
or more.
D = nominal bolt diameter of bolt being tightened.
When bolt length exceeds 12D, the rotation shall be determined by actual tests
in which a suitable tension device simulates actual conditions.
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6-03 STEEl STRucTuRES
2. Direct-Tension-Indicator Method. DTIs shall not be used under the turned
element. Direct-Tension-Indicators (DTIs) shall be placed under the bolt head
with the protrusions facing the bolt head when the nut is turned. DTIs shall be
placed under the nut with the protrusions facing the nut when the bolt is turned.
DTIs shall be installed by 2 or more person crews with 1 individual preventing
the element at the DTI from turning and measuring the gap of the DTI to
determine the proper tension of the bolt.
Three DTIs, per lot, shall be tested in a WSDOT approved bolt tension
calibrator. The bolts shall be tensioned to 105-percent of the tension shown in
Table 3. The test bolts shall not be tightened such that all of the DTI protrusions
are completely crushed (all 5 openings with zero gap). The DTI gap between
all protrusions shall be measured with a tapered feeler gage to the nearest
0.001-inch. All of the non-zero DTI gap measurements for the 3 test bolts shall
be averaged. This average shall be used in the tightening of all the production
bolts except as provided below.
All bolts in a connection shall be snug tightened prior to bringing any DTIs
in the connection to full load. The maximum gap of the production bolt DTIs
shall not be greater than the average test gap established above or 0.005-inch,
whichever is less. The minimum gap of the production bolt DTIs may be zero
(all 5 openings with zero gap).
The Contractor shall tension all bolts, inspecting all DTIs with a feeler gage, in
the presence of the Engineer.
If a bolt, that has had its DTI brought to full load, loosens during the course
of bolting the connection, the bolt shall have a new DTI installed and be
retensioned. Reuse of the bolt and nut are subject to the provisions of
this section.
AASHTO M 253 bolts and galvanized AASHTO M 164 bolts shall not be reused.
Ungalvanized AASHTO M 164 bolts may be reused if approved by the Engineer. All
bolts to be reused shall have their threads inspected for distortion by reinstalling the used
nut on the bolt and turning the nut for the full length of the bolt threads by hand. Bolts
to be reused shall be relubricated. Used bolts shall be subject to a rotational capacity test
as specified in Section 6-03.3(33)A Pre-Erection Testing. Touching up or retightening
previously tightened bolts which may have been loosened by the tightening of adjacent
bolts shall not be considered as reuse, provided the snugging up continues from the initial
position and does not require greater rotation, including the tolerance, than that required
by Table 4.
6-03.3(33)A Pre-Erection Testing
High-strength bolt assemblies (bolt, nut, and washer), black and galvanized, shall
be subjected to a field rotational capacity test, as outlined below, prior to any erection
activity. Each combination of bolt production lot, nut lot, and washer lot shall be tested
as an assembly. All tests shall be performed by the Contractor in the presence of the
Engineer. Two specimens per lot shall be tested at the erection site immediately prior to
installation, or whenever the Engineer deems it necessary. The bolt assemblies shall meet
the following requirements.
1. Go through 2 times the required number of turns from snug tight condition as
indicated in Table 4 of Section 6-03.3(33) without stripping, tensile, or shear
failure. Rotation-capacity test shall be performed in a WSDOT approved bolt
tension calibrator.
2. The maximum recorded tension shall be equal to or greater than 1.15 times the
minimum bolt tension listed in Table 3 of Section 6-03.3(33).
2010 Standard Specifications M 41-10 Page 6-125
STEEl STRucTuRES 6-03
3. The measured torque to produce the minimum bolt tension shall not exceed the
value obtained by the following equation.
Torque = 0.25 PD
Where: Torque = Calculated Torque (foot-pounds)
P = Measured Bolt Tension (pounds)
D = Normal Bolt Diameter (feet)
4. Disassemble the torqued bolt and inspect for signs of failure. Failure is defined
as any shear damage to the threads of the bolt or the nut or cracks in the body
of the bolt. If either specimen fails, the lot of bolts will be rejected. Elongation
of the bolt between the bolt head and the nut is not considered to be a failure.
6-03.3(33)B Bolting Inspection
The Contractor, in the presence of the Engineer, shall inspect the tightened bolt
using an inspection torque wrench.
If the bolts to be installed are not long enough to fit in the Contracting Agency
furnished tension calibrator, 5 bolts of the same grade, size, and condition as those
under inspection shall be tested using Direct-Tension-Indicators (DTI) to measure bolt
tension. This tension measurement test shall be done at least once each inspection day.
The Contractor shall supply the necessary DTIs. The DTI shall be placed under the
bolt head. A washer shall be placed under the nut, which shall be the element turned
during the performance of this tension measurement test. Each bolt shall be tightened by
any convenient means to the specified minimum tension as indicated by the DTI. The
inspecting wrench shall then be applied to the tightened bolt to determine the torque
required to turn the nut 5-degrees (approximately 1-inch at a 12-inch radius) in the
tightening direction. The job inspection torque shall be taken as the average of 3 values
thus determined after rejecting the high and low values.
Five bolts (provided by the Contractor) of the same grade, size, and condition as
those under inspection shall be placed individually in a Contracting Agency furnished
tension calibrator to measure bolt tension. This calibration operation shall be done at
least once each inspection day. There shall be a washer under the part turned in tightening
each bolt if washers are used on the Structure. In the calibrated device, each bolt shall
be tightened by any convenient means to the specified tension. The inspecting wrench
shall then be applied to the tightened bolt to determine the torque required to turn the nut
or head 5-degrees (approximately 1-inch at a 12-inch radius) in the tightening direction.
The job-inspection torque shall be taken as the average of 3 values thus determined after
rejecting the high and low values.
Ten-percent (at least 2) of the tightened bolts on the Structure represented by the
test bolts shall be selected at random in each connection. The job-inspection torque shall
then be applied to each with the inspecting wrench turned in the tightening direction. If
this torque turns no bolt head or nut, the Contracting Agency will accept the connection
as being properly tightened. But if the torque turns 1 or more bolt heads or nuts, the job-
inspection torque shall then be applied to all bolts in the connection. Any bolt whose head
or nut turns at this stage shall be tightened and reinspected. The Contractor may, however,
retighten all the bolts in the connection and resubmit it for inspection.
6-03.3(34) Adjusting Pin Nuts
All pin nuts shall be tightened thoroughly. The pins shall be placed so that members
bear fully and evenly on the nuts. The pins shall have enough thread to allow burring
after the nuts are tightened.
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6-03 STEEl STRucTuRES
6-03.3(35) Setting Anchor Bolts
Anchor bolts shall be set in masonry as required in Section 6-02.3(18). Anchor
bolts shall be grouted in after the shoes, masonry plates, and keeper plates have been set
and the span or series of continuous spans are completely erected and adjusted to line
and camber.
6-03.3(36) Setting and Grouting Masonry Plates
The following procedure applies to masonry plates for all steel spans, including
shoes, keeper plates, and turning racks on movable bridges.
To set masonry plates, the Contractor shall:
1. Set masonry plates on the anchor bolts;
2. Place steel shims under the masonry plates to position pin centers or bearings
to line and grade and in relationship to each other. Steel shims shall be no more
than 2½-inches square and placed under plate webs;
3. Level the bases of all masonry plates;
4. Draw anchor bolt nuts down tight;
5. Recheck pin centers or bearings for alignment; and
6. Leave at least ¾-inch of space under each masonry plate for grout.
After the masonry plates have been set and the span or series of continuous spans are
completely erected and swung free, the space between the top of the masonry and the top
of the concrete bearing seat shall be filled with grout. Main masonry plates for cantilever
spans shall be set and grouted in before any steel Work is erected.
Grout shall conform to Section 9-20.3(2) and placement shall be as required in
Section 6-02.3(20).
6-03.3(37) Setting Steel Bridge Bearings
Masonry plates, shoes, and keeper plates of expansion bearings shall be set and
adjusted to center at a normal temperature of 64ºF. Adjustment for an inaccuracy in
fabricated length shall be made after dead-load camber is out.
6-03.3(38) Placing Superstructure
The concrete in piers and crossbeams shall reach at least 80-percent of design
strength before girders are placed on them.
6-03.3(39) Swinging the Span
No forms, steel reinforcing bars, or concrete roadway slabs shall be placed on steel
spans until the spans swing free on their supports and elevations recorded. No simple
span or any series of continuous spans will be considered as swinging free until all
temporary supports have been released. Forms, reinforcing steel, or concrete roadway
slabs shall not be placed on any simple or continuous span steel girder bridge until all
its spans are adjusted and its masonry plates, shoes, and keeper plates grouted. For this
Specification, the Structure shall be considered as continuous across hinged joints.
After the falsework is released (spans swung free) the masonry plates, shoes, and
keeper plates are grouted, and before any load is applied, the Engineer will (or, if the
Contractor is specified as responsible for surveying, the Contractor shall) measure
elevations at the tenth points along the tops of girders and floorbeams.
The Engineer will compare steel mass camber elevations with the elevations
measured above, and will furnish the Contractor with new dead-load camber dimensions.
2010 Standard Specifications M 41-10 Page 6-127
STEEl STRucTuRES 6-03
6-03.3(40) Draining Pockets
The Contractor shall provide enough holes to drain all water from pockets in trusses,
girders, and other members. Unless shown on approved shop plans, drain holes shall not
be drilled without the written approval of the Engineer.
All costs related to providing drain holes shall be included in the unit Contract prices
for structural or cast steel.
6-03.3(41) Floorbeam Protection
Each floorbeam that supports a concrete slab joint shall be coated on its top and
flange edges with a heavy mop of roofing grade asphalt, applied hot. This asphalt shall
conform to ASTM D 312 (not mineral stabilized). A protective covering of asphalt coated
glass fiber sheet (ASTM D 4601 Type 1 non-perforated) shall be placed over the hot coat
of asphalt. This combination coating shall be applied over the shop paint. It shall take the
place of the 2 field coats of paint specified for other parts of the structural steel.
6-03.3(42) Surface condition
As the Structure is erected, the Contractor shall keep all steel surfaces clean and free
from dirt, concrete, mortar, oil, paint, grease, and other stain-producing foreign matter.
Any surfaces that become stained shall be cleaned as follows:
Painted steel surfaces shall be cleaned by methods required for the type of
staining. The method shall be submitted to the Engineer for approval.
Unpainted steel surfaces shall be cleaned by sandblasting. Sandblasting
to remove stains on publicly visible surfaces shall be done to the extent that, in
the Engineers opinion, the uniform weathering characteristics of the Structure
are preserved.
6-03.3(43) castings, Steel Forgings, and Miscellaneous Metals
Castings, steel forgings, and miscellaneous metals shall be built to comply
with Section 9-06.
6-03.3(43)A Shop construction, castings, Steel Forgings, and
Miscellaneous Metals
This section’s requirements for structural steel (including painting requirements)
shall also apply to castings, steel forgings, and miscellaneous metals.
Castings shall be:
1. True to pattern in form and dimensions;
2. Free from pouring faults, sponginess, cracks, blow holes, and other defects in
places that would affect strength, appearance, or value;
3. Clean and uniform in appearance;
4. Filleted boldly at angles; and
5. Formed with sharp and perfect arises.
Iron and steel castings and forgings shall be annealed before any machining, unless
the Plans state otherwise.
6-03.4 Measurement
Structural carbon steel, structural low alloy steel, and structural high strength
steel will not be measured but will be paid for on a lump sum basis as described in
Section 6-03.5.
Cast or forged metal (kind) shown in the Plans will be measured by the pound or
will be paid for on a lump sum basis, whichever is shown on the Proposal.
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6-03 STEEl STRucTuRES
6-03.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal:
“Structural Carbon Steel”, lump sum.
The lump sum Contract price for “Structural Carbon Steel” shall be full pay
for all costs in connection with furnishing all materials, labor, tools, and equipment
necessary for the manufacture, fabrication, transportation, erection, and painting of all
structural carbon steel used in the completed Structure, including the providing of such
other protective coatings or treatment as may be shown in the Plans or specified in the
Special Provisions.
For steel Structures, the estimated weight of the structural carbon steel in the project
will be shown in the Plans or in the Special Provisions. In the event any change in the
Plans is made which will affect the weight of materials to be furnished, payment for the
additional structural carbon steel required as a result of the change in the Plans will be
made at a unit price per pound obtained by dividing the Contractor’s lump sum Bid for
structural carbon steel by the total estimated weight of structural carbon steel shown in
the Plans or in the Special Provisions.
Reductions in weight due to a change in the Plans will be made at the same rate as
determined above and will be deducted from payments due the Contractor.
Prospective Bidders shall verify the estimated weight of structural carbon steel
before submitting a Bid. No adjustment other than for approved changes will be
made in the lump sum Bid even though the actual weight may deviate from the stated
estimated weight.
For concrete and timber Structures, where the structural carbon steel is a minor item,
no estimated weight will be given for the structural carbon steel. In the event any change
in the Plans is necessary which will affect the weight of material to be furnished for this
type of Structure, the payment or reduction for the revision in quantity will be made
at a unit price per pound obtained by dividing the Contractor’s lump sum Bid for the
structural carbon steel by the calculated weight of the original material. The calculated
weight will be established by the Engineer and will be based on an estimated weight of
490-pounds per cubic foot for steel.
Any change in the Plans which affects the weight of material to be furnished as
provided herein will be subject to the provisions of Section 1-04.4.
“Structural Low Alloy Steel”, lump sum.
“Structural High Strength Steel”, lump sum.
Payment for “Structural Low Alloy Steel” and “Structural High Strength Steel” will
be made on the same lump sum basis as specified for structural carbon steel.
“(Cast or Forged) Steel”, lump sum or per pound.
“(Cast, Malleable, or Ductile) Iron”, lump sum or per pound.
“Cast Bronze”, lump sum or per pound.
Payment for “(Cast or Forged) Steel”, “(Cast, Malleable or Ductile) Iron”, and
“Cast Bronze” will be made at the lump sum or per pound Contract prices as included
in the Proposal.
For the purpose of payment, such minor items as bearing plates, pedestals, forged
steel pins, anchor bolts, field bolts, shear connectors, etc., unless otherwise provided,
shall be considered as structural carbon steel even though made of other materials.
When no Bid item is included in the Proposal and payment is not otherwise
provided, the castings, forgings, miscellaneous metal, and painting shall be considered as
incidental to the construction, and all costs therefore shall be included in the unit Contract
prices for the payment items involved and shown.
2010 Standard Specifications M 41-10 Page 6-129
TIMBER STRucTuRES 6-04
6-04 TIMBER STRucTuRES
6-04.1 Description
This Work is the building of any Structure or parts of Structures (except piling)
made of treated timber, untreated timber, or both. The Contractor shall erect timber
Structures on prepared foundations. The Structures shall conform to the dimensions,
lines, and grades required by the Plans, the Engineer, and these Specifications.
Any part of a timber Structure made of nontimber materials shall comply with the
sections of these Specifications that govern those materials.
6-04.2 Materials
Materials shall meet the requirements of the following sections:
Structural Steel and Related Material 9-06
Bolts, Washers, Other Hardware 9-06.22
Paints 9-08
Timber and Lumber 9-09
6-04.3 construction Requirements
6-04.3(1) Storing and handling Material
At the Work site, the Contractor shall store all timber and lumber in piles. Weeds
and rubbish under and around these piles shall have been removed before the lumber is
stacked.
Untreated lumber shall be open stacked at least 12-inches above the ground. It shall
be piled to shed water and prevent warping.
Treated timber shall be:
1. Cut, framed, and bored (whenever possible) before treatment;
2. Close stacked and piled to prevent warping;
3. Covered against the weather if the Engineer requires it;
4. Handled carefully to avoid sudden drops, broken outer fibers, and surface
penetration or bruising with tools; and
5. Lifted and moved with rope or chain slings (without use of cant dogs, peaveys,
hooks, or pike poles).
6-04.3(2) Workmanship
The Contractor shall employ only competent bridge carpenters. All their Work shall
be true and exact. Nails and spikes shall be driven with just enough force to leave heads
flush with wood surfaces. The Contractor shall discharge any worker who displays poor
workmanship by leaving deep hammer marks in wood surfaces. Workmanship on metal
parts shall comply with requirements for steel Structures.
6-04.3(3) Shop Details
The Contractor shall provide the Engineer with 6 sets of shop detail plans for all
treated timber. These plans shall show dimensions for all cut, framed, or bored timbers.
The Engineer will return to the Contractor 1 set of approved or corrected plans. No
material shall be framed or bored until the Engineer approves the plans. Plans shall be
drawn on sheets that conform to the sizes required in Section 1-05.3.
6-04.3(4) Field Treatment of cut Surfaces, Bolt holes, and contact Surfaces
All cut surfaces, bolt holes, and contact surfaces shall be treated in accordance with
Section 9-09.3 for all timber and lumber requiring preservative treatment.
All cuts and abrasions in treated piles or timbers shall be trimmed carefully and
treated in accordance with Section 9-09.3.
Page 6-130 2010 Standard Specifications M 41-10
6-04 TIMBER STRucTuRES
6-04.3(5) holes for Bolts, Dowels, Rods, and lag Screws
Holes shall be bored:
1. For drift pins and dowels — with a bit 1⁄16-inch smaller in diameter than the pins
and dowels.
2. For truss rods or bolts — with a bit the same diameter as the rods or bolts.
3. For lag screws — in 2 parts: (a) with the shank lead hole the same diameter as
the shank and as deep as the unthreaded shank is long; and (b) with the lead
hole for the threaded part approximately ⅔ of the shank diameter.
6-04.3(6) Bolts, Washers, and Other hardware
Bolts, dowels, washers, and other hardware, including nails, shall be black or
galvanized as specified in the Plans, but if not so specified shall be galvanized when used
in treated timber Structures.
Washers of the size and type specified shall be used under all bolt heads and nuts
that would otherwise contact wood.
All bolts shall be checked by burring the threads after the nuts have been finally
tightened. Vertical bolts shall have nuts on the lower ends.
Wherever bolts fasten timber to timber, to concrete, or to steel, the members shall be
bolted tightly together at installation and retightened just before the Contracting Agency
accepts the Work. These bolts shall have surplus threading of at least ⅜-inch per foot of
timber thickness to permit future tightening.
6-04.3(7) countersinking
Countersinking shall be done wherever smooth faces are required. Each recess shall
be treated in accordance with Section 9-09.3.
6-04.3(8) Framing
The Contractor shall cut and frame lumber and timber to produce close-fitting, full-
contact joints. Each mortise shall be true to size for its full depth, and its tenon shall fit it
snugly. Neither shimmed nor open joints are permitted.
6-04.3(9) Framed Bents
Mudsills shall be of pressure-treated timber, firmly and evenly bedded to solid
bearing, and tamped in place.
Concrete pedestals that support framed bents shall be finished so that sills will bear
evenly on them. To anchor the sills, the Contractor shall set dowels in the pedestals when
they are cast. The dowels shall be at least ¾-inch in diameter and protrude at least
6-inches above the pedestal tops. Pedestal concrete shall comply with Section 6-02.
Each sill shall rest squarely on mudsills, piles, or pedestals. It shall be drift-bolted
to mudsills or piles with ¾-inch diameter or larger bolts that extend at least 6-inches into
them. When possible, the Contractor shall remove any earth touching the sills to permit
free air circulation around them.
Each post shall be fastened to sills with ¾-inch diameter or larger dowels that extend
at least 6-inches into the post.
6-04.3(10) caps
Timber caps shall rest uniformly across the tops of posts or piles and cap ends shall
be aligned evenly. Each cap shall be fastened with a drift bolt ¾-inch in diameter or larger
that penetrates the post or pile at least 9-inches. The bolt shall be approximately in the
center of the pile or post.
If the Roadway grade exceeds 2-percent, each cap shall be beveled to match the
grade.
2010 Standard Specifications M 41-10 Page 6-131
TIMBER STRucTuRES 6-04
6-04.3(11) Bracing
When pile bents are taller than 10-feet, each shall be braced transversely and every
other pair shall be braced longitudinally. No single cross-bracing shall brace more than
20-feet of vertical distance on the piles. If the vertical distance exceeds 20-feet, more than
1 cross-bracing shall be used. Each brace end shall be bolted through the pile, post, or
cap with a bolt ¾-inch in diameter or larger. Other brace/pile intersections shall be bolted
or boat-spiked as the Plans require. Cross-bracing shall lap both upper or lower caps and
shall be bolted to the caps or sills at each end.
6-04.3(12) Stringers
All stringers that carry laminated decking or vary more than ⅛-inch in depth shall
be sized to an even depth at bearing points. Outside stringers shall be butt jointed and
spliced. Interior stringers shall be lapped so that each rests over the full width of the cap
or floorbeam at each end. Except on sharp horizontal and vertical curves, stringers may
cover 2 spans. In this case, joints shall be staggered and the stringers either toenailed or
drift bolted as the Plans require. To permit air circulation on untreated timber Structures,
the ends of lapped stringers shall be separated. This separation shall be done by fastening
across the lapping face a 1-inch by 3-inch wood strip cut 2-inches shorter than the depth
of the stringer.
Any cross-bridging or solid bridging shall be neatly and accurately framed, then
securely toenailed at each end (with 2 nails for cross-bridging and 4 nails for solid
bridging). The Plans show bridging size and spacing.
6-04.3(13) Wheel Guards and Railings
Wheel guards and railings shall be built as Section 6-06.3(1) requires.
6-04.3(14) Single-Plank Floors
Single-plank floors shall be made of a single thickness of plank on stringers or joists.
Unless the Engineer directs otherwise, the planks shall be:
1. Laid heart side down with tight joints,
2. Spiked to each joist or nailing strip with at least 2 spikes that are at least 4-
inches longer than the plank thickness,
3. Spiked at least 2½-inches from the edges,
4. Cut off on a straight line parallel to the centerline of the Roadway,
5. Arranged so that no adjacent planks vary in thickness by no more than 1⁄16-inch,
and
6. Surfaced on 1 side and 1 edge (S1S1E) unless otherwise specified.
6-04.3(15) laminated Floors
The strips shall be placed on edge and shall be drawn down tightly against the
stringer or nailing strip and the adjacent strip and, while held in place, shall be spiked.
Each strip shall extend the full width of the deck, unless some other arrangement is
shown in the Plans or permitted by the Engineer.
Each strip shall be spiked to the adjacent strip at intervals of not more than 2-feet,
the spikes being staggered 8-inches in adjacent strips. The spikes shall be of sufficient
length to pass through 2 strips and at least halfway through the third. In addition, unless
bolting is specified in the Plans, each strip shall be toenailed to alternate stringers with
40d common nails and adjacent strips shall be nailed to every alternate stringer. The
ends of all pieces shall be toenailed to the outside stringer. The ends of the strips shall
be cut off on a true line parallel to the centerline of the Roadway. When bolts are used
to fasten laminated floors to stringers, the bolts shall be placed at the spacing shown in
the Plans, and the pieces shall be drawn down tightly to the bolting strips. The bolt heads
Page 6-132 2010 Standard Specifications M 41-10
6-04 TIMBER STRucTuRES
shall be driven flush with the surface of the deck. Double nuts or single nuts and lock
nuts shall be used on all bolts. The strips shall be spiked together in the same manner as
specified above.
6-04.3(16) Plank Subfloors for concrete Decks
Any plank subfloor shall be laid surfaced side down with close joints at right
angles to the centerline of the Roadway. Planks shall be spiked in place as required
in Section 6-04.3(14).
Floor planks shall be treated in accordance with Section 9-09.3.
6-04.3(17) Trusses
Completed trusses shall show no irregularities of line. From end to end, chords
shall be straight and true in horizontal projection. In vertical projection they shall show
a smooth curve through panel points that conforms to the correct camber. The Engineer
will reject any pieces cut unevenly or roughly at bearing points. Before placement of the
hand railing, the Contractor shall complete all trusses, swing them free of their falsework,
and adjust them for line and camber (unless the Engineer directs otherwise).
6-04.3(18) Painting
Section 6-07.3(3) governs painting of timber Structures.
6-04.4 Measurement
The criteria in Section 6-03.4 will be used to determine the weight of structural
metal other than hardware.
Timber and lumber (treated or untreated) will be measured by the 1,000-board
feet (MBM), using nominal thicknesses and widths. Lengths will be actual lengths of
individual pieces in the finished Structure with no deduction for daps, cuts, or splices.
To measure laminated timber decking, the Contracting Agency will use the number and
after-dressing sizes of pieces required in the Plans. The length of each lamination shall be
the length remaining in the finished Structure.
6-04.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal:
1. “Timber and Lumber (untreated or name treatment)”, per MBM.
2. “Structural Metal”, lump sum.
Where no item for structural metal is included in the Proposal, full pay for
furnishing and placing metal parts shall be included in the unit Contract price per MBM
for “Timber and Lumber”.
When no Bid item is included in the Proposal and is not otherwise provided,
painting shall be considered as incidental to the construction, and all costs therefore shall
be included in the unit Contract prices for the payment items involved and shown.
2010 Standard Specifications M 41-10 Page 6-133
PIlING 6-05
6-05 PIlING
6-05.1 Description
This Work consists of furnishing and driving piles (timber, precast concrete, cast-
in-place concrete, and steel) of the sizes and types the Contract or the Engineer require.
This Work also includes cutting off or building up piles when required. In furnishing
and driving piles, the Contractor shall comply with the requirements of this section, the
Contract, and the Engineer.
6-05.2 Materials
Materials shall meet the requirements of the following sections:
Reinforcing Steel 9-07
Prestressing Steel 9-07.10
Timber Piling 9-10.1
Concrete Piling 9-10.2
Cast-in-Place Concrete Piling 9-10.3
Steel Pile Tips and Shoes 9-10.4
Steel Piling 9-10.5
Mortar 9-20.4
6-05.3 construction Requirements
6-05.3(1) Piling Terms
concrete Piles. Concrete piling may be precast or precast-prestressed concrete, or
steel casings driven to the ultimate bearing capacity called for in the Contract which are
filled with concrete (cast-in-place) after driving.
Steel Piles. Steel piles may be open-ended or closed-ended pipe piles, or H-piles.
Overdriving. Over-driving of piles occurs when the ultimate bearing capacity
calculated from the equation in Section 6-05.3(12), or the wave equation if applicable,
exceeds the ultimate bearing capacity required in the Contract in order to reach the
minimum tip elevation specified in the Contract, or as required by the Engineer.
Maximum Driving Resistance. The maximum driving resistance is either the
pile ultimate bearing capacity, or ultimate bearing capacity plus overdriving to reach
minimum tip elevation as specified in the Contract, whichever is greater.
Wave Equation Analysis. Wave equation analysis is an analysis performed using
the wave equation analysis program (WEAP) with a version dated 1987 or later. The
wave equation may be used as specified herein to verify the Contractor’s proposed pile
driving system. The pile driving system includes, but is not necessarily limited to, the
pile, the hammer, the helmet, and any cushion. The wave equation may also be used by
the Engineer to determine pile driving criteria as may be required in the Contract.
ultimate Bearing capacity. Ultimate bearing capacity refers to the vertical load
carrying capacity (in units of force) of a pile as determined by the equation in Section
6-05.3(12), the wave equation analysis, pile driving analyzer and CAPWAP, static load
test, or any other means as may be required by the Contract, or the Engineer.
Allowable Bearing capacity. Allowable bearing capacity is the ultimate bearing
capacity divided by a factor of safety. The Contract may state the factor of safety to be
used in calculating the allowable bearing capacity from the ultimate bearing capacity.
In the absence of a specified factor of safety, a value of 3 shall be used.
Rated hammer Energy. The rated energy represents the theoretical maximum
amount of gross energy that a pile driving hammer can generate. The rated energy
of a pile driving hammer will be stated in the hammer manufacturer’s catalog or
Specifications for that pile driving hammer.
Page 6-134 2010 Standard Specifications M 41-10
6-05 PIlING
Developed hammer Energy. The developed hammer energy is the actual amount
of gross energy produced by the hammer for a given blow. This value will never exceed
the rated hammer energy. The developed energy may be calculated as the ram weight
times the drop (or stroke) for drop, single acting hydraulic, single acting air/steam, and
open-ended diesel hammers. For double acting hydraulic and air/steam hammers, the
developed hammer energy shall be calculated from ram impact velocity measurements or
other means approved by the Engineer. For closed-ended diesel hammers, the developed
energy shall be calculated from the measured bounce chamber pressure for a given blow.
Hammer manufacturer calibration data may be used to correlate bounce chamber pressure
to developed hammer energy. For a single acting diesel hammer the developed energy is
determined using the blows per minute.
Transferred hammer Energy. The transferred hammer energy is the amount
of energy transferred to the pile for a given blow. This value will never exceed the
developed hammer energy. Factors that cause transferred hammer energy to be lower
than the developed hammer energy include friction during the ram down stroke, energy
retained in the ram and helmet during rebound, and other impact losses. The transferred
energy can only be measured directly by use of sensors attached to the pile. A pile driving
analyzer (PDA) may be used to measure transferred energy.
Pile Driving Analyzer. A pile driving analyzer (PDA) is a device which can
measure the transferred energy of a pile driving system, the compressive and tensile
stresses induced in the pile due to driving, the bending stresses induced by hammer
misalignment with the pile, and estimate the ultimate capacity of a pile at a given blow.
Pile Driving System. The pile driving system includes, but is not necessarily limited
to, the hammer, leads, helmet or cap, cushion and pile.
helmet. The helmet, also termed the cap, drive cap, or driving head, is used to
transmit impact forces from the hammer ram to the pile top as uniformly as possible
across the pile top such that the impact force of the ram is transmitted axially to the pile.
The term helmet can refer to the complete impact force transfer system, which includes
the anvil or striker plate, hammer cushion and cushion block, and a pile cushion if used,
or just the single piece unit into which these other components (anvil, hammer cushion,
etc.) fit. The helmet does not include a follower, if one is used. For hydraulic hammers,
the helmet is sometimes referred to as the anvil.
hammer cushion. The hammer cushion is a disk of material placed on top of the
helmet but below the anvil or striker plate to relieve impact shock, thus protecting the
hammer and the pile.
Pile cushion. The pile cushion is a disk of material placed between the helmet and
the pile top to relieve impact shock, primarily to protect the pile.
Follower. A follower is a structural member placed between the hammer assembly,
which includes the helmet, and the pile top when the pile head is below the reach of the
hammer.
Pile Driving Refusal. Pile driving refusal is defined as 15-blows per inch for the last
4-inches of driving. This is the maximum blow count allowed during overdriving.
Minimum Tip Elevation. The minimum tip elevation is the elevation to which the
pile tip must be driven. Driving deeper in order to obtain the required ultimate bearing
capacity may be required.
6-05.3(2) Ordering Piling
The Contractor shall order all piling (except cast-in-place concrete and steel piles)
from an itemized list the Engineer will provide. This list, showing the number and
lengths of piles required, will be based on test-pile driving (or other) data. The list will
show lengths below the cutoff point. The Contractor shall supply (and bear the cost of
supplying) any additional length required for handling or driving.
2010 Standard Specifications M 41-10 Page 6-135
PIlING 6-05
The Contractor shall assume all responsibility for buying more or longer piles
than those shown on the list provided by the Engineer. All piles purchased on the basis
of the Engineer’s list but not used in the finished Structure shall become the property
of the Contracting Agency. The Contractor shall deliver these as the Engineer directs.
The Contractor shall keep pile cutoffs that are 8-feet or under and any longer ones the
Contracting Agency does not require.
When ordering steel casings for cast-in-place concrete and steel piling, the
Contractor shall base lengths on information derived from driving test piles and from
subsurface data. The Contractor shall also select the wall thickness of steel piles or steel
casings for cast-in-place piles which will be necessary to prevent damage during driving
and handling. The selection of wall thickness for steel piles or steel casings shall also
consider the effects of lateral pressures from the soil or due to driving of adjacent piles.
Steel piles and steel casings must be strong and rigid enough to resist these pressures
without deforming or distorting. The Contractor shall select the wall thickness based on
information derived from test piles, subsurface data and/or wave equation analysis. Wave
equation analysis is required prior to ordering piling for piles with specified ultimate
bearing capacities of 300-tons or greater. If a wave equation analysis is performed, the
Contractor shall base the selection of wall thickness on the maximum driving resistance
identified in the Contract to reach the minimum tip elevation, if the maximum driving
resistance is greater than the specified ultimate bearing capacity and if a minimum tip
elevation is specified. The wave equation analysis shall be submitted by the Contractor
as required in Section 6-05.3(9)A. The Engineer will not supply any list for piling of
these types.
The Contractor shall obtain the Engineer’s approval of pile dimensions before any
steel casings or steel piles are ordered or shipped.
6-05.3(3) Manufacture of Precast concrete Piling
Precast concrete piles shall consist of concrete sections reinforced to withstand
handling and driving stresses. These may be reinforced with deformed steel bars or
prestressed with steel strands. The Plans show dimensions and details. If the Plans require
piles with square cross-sections, the corners shall be chamfered 1-inch.
Precast or prestressed piles shall meet the requirements of the Standard Plans.
Temporary stress in the prestressing reinforcement of prestressed piles (before
loss from creep and shrinkage) shall be 75-percent of the minimum ultimate tensile
strength. (For short periods during manufacture, the reinforcement may be overstressed
to 80-percent of ultimate tensile strength if stress after transfer to concrete does not
exceed 75-percent of that strength.)
Prestressed concrete piles shall have a final (effective) prestress of at least 1,000-psi.
Unless the Engineer approves splices, all piles shall be full length.
The Contracting Agency intends to perform Quality Assurance Inspection. By its
inspection, the Contracting Agency intends only to facilitate the Work and verify the
quality of that Work. This inspection shall not relieve the Contractor of any responsibility
for identifying and replacing defective material and workmanship.
6-05.3(3)A casting and Stressing
Reinforcing bars, hoops, shoes, etc. shall be placed as shown in the Contract, with
all parts securely tied together and placed to the specified spacing. No concrete shall be
poured until all reinforcement is in place in the forms.
The Contractor shall perform quality control inspection. The manufacturing
plant for precast concrete piling shall be certified by the Precast/Prestressed Concrete
Institute’s Plan Certification Program for the type of precast piling to be produced and
shall be approved by WSDOT as a Certified Precast Concrete Fabricator prior to start
Page 6-136 2010 Standard Specifications M 41-10
6-05 PIlING
of production. WSDOT Certification will be established or renewed during the annual
precast plant review and approval process.
Prior to the start of production of the piling, the Contractor shall advise the Engineer
of the production schedule. The Contractor shall give the Inspector safe and free access
to the Work. If the Inspector observes any nonspecification Work or unacceptable quality
control practices, the Inspector will advise the plant manager. If the corrective action is
not acceptable to the Engineer, the piling(s) will be rejected.
In casting concrete piles, the Contractor shall:
1. Cast them either vertically or horizontally;
2. Use metal forms (unless the Engineer approves otherwise) with smooth joints
and inside surfaces that can be reached for cleaning after each use;
3. Brace and stiffen the forms to prevent distortion;
4. Place concrete continuously in each pile, guarding against horizontal or
diagonal cleavage planes;
5. Ensure that the reinforcement is properly embedded;
6. Use internal vibration around the reinforcement during concrete placement to
prevent rock pockets from forming; and
7. Cast test cylinders with each set of piles as concrete is placed.
Forms shall be metal and shall be braced and stiffened to retain their shape under
pressure of wet concrete. Forms shall have smooth joints and inside surfaces easy to
reach and clean after each use. That part of a form which will shape the end surface of the
pile shall be a true plane at right angles to the pile axis.
Each pile shall contain a cage of nonprestressed reinforcing steel. The Contractor
shall follow the Contract in the size and location of this cage, and shall secure it in
position during concrete placement. Spiral steel reinforcing shall be covered by at least
1½-inches of concrete measured from the outside pile surface.
Prestressing steel shall be tensioned as required in Section 6-02.3(25)C.
The Plans specify tensioning stress for strands or wires. Tension shall be measured
by jack pressure as described in Section 6-02.3(25)C. Mechanical locks or anchors
shall temporarily maintain cable tension. All jacks shall have hydraulic pressure
gauges (accurately calibrated and accompanied by a certified calibration curve no more
than 180-days old) that will permit stress calculations at all times.
All tensioned piles shall be pretensioned. Post-tensioning is not allowed.
The Contractor shall not stress any pile until test cylinders made with it reach
a compressive strength of at least 3,300-psi.
6-05.3(3)B Finishing
As soon as the forms for precast concrete piles are removed, the Contractor shall
fill all holes and irregularities with mortar conforming to Section 9-20.4(2) mixed at a 1:2
cement/aggregate ratio. That part of any pile that will be underground or below the low-
water line and all parts of any pile to be used in salt water or alkaline soil shall receive
only this mortar treatment. That part of any pile that will show above the ground or water
line shall be given a Class 2 finish as described in Section 6-02.3(14)B.
6-05.3(3)c curing
Precast Concrete Piles. The Contractor:
1. Shall keep the concrete continuously wet with water after placement for at least
10-days with Type I or II Portland cement or at least 3-days with Type III.
2. Shall remove side forms no sooner than 24-hours after concrete placement, and
then only if the surrounding air remains at no less than 50°F for 5-days with
Type I or II Portland cement or 3-days with Type III.
2010 Standard Specifications M 41-10 Page 6-137
PIlING 6-05
3. May cure precast piles with saturated steam or hot air, as described in Section
6-02.3(25)D, provided the piles are kept continuously wet until the concrete has
reached a compressive strength of 3,300-psi.
Precast-Prestressed concrete Piles. These piles shall be cured as required in
Section 6-02.3(25)D.
6-05.3(4) Manufacture of Steel casings for cast-in-Place concrete Piles
The diameter of steel casings shall be as specified in the Contract. Spiral welded
steel pile casings are not allowed for steel pile casings greater that 24-inches in diameter.
A full penetration groove weld with a maximum 1⁄16-inch offset between welded edges
is required.
6-05.3(5) Manufacture of Steel Piles
Steel piles shall be made of rolled steel H-pile sections, steel pipe piles, or of other
structural steel sections described in the Contract. Spiral welded steel pile casings are not
allowed for steel pipe piles greater that 24-inches in diameter. A full penetration groove
weld with a maximum 1⁄16-inch offset between welded edges is required.
6-05.3(6) Splicing Steel casings and Steel Piles
The Engineer will normally permit steel piles and steel casings for cast-in-place
concrete piles to be spliced. But in each case, the Contractor must obtain approval on the
need and the method for splicing. Welded splices shall be spaced at a minimum distance
of 10-feet. Only welded splices will be permitted.
Splice welds shall comply with Section 6-03.3(25) and AWS D1.1 Structural
Welding Code. Splicing of steel piles shall be performed in accordance with an approved
weld procedure. The Contractor shall submit a weld procedure to the Engineer for
approval prior to welding. For ASTM A252 material, mill certification for each lot of pipe
to be welded shall accompany the submittal.
Weld splicing of steel casings for cast-in-place concrete piles shall be the
Contractor’s responsibility. Casings that collapse or are not watertight, shall be replaced
at the Contractor’s expense.
Steel casing joints shall not be offset more than 1⁄16-inch.
6-05.3(7) Storage and handling
The Contractor shall store and handle piles in ways that protect them from damage.
6-05.3(7)A Timber Piles
Timber piling shall be stacked closely and in a manner to prevent warping. The
ground beneath and around stored piles shall be cleared of weeds, brush, and rubbish.
Piling shall be covered against the weather if the Engineer requires it.
The Contractor shall take special care to avoid breaking the surface of treated piles.
They shall be lifted and moved with equipment, tools, and lifting devices which do not
penetrate or damage the piles. If timber piles are rafted, any attachments shall be within
3-feet of the butts or tips. Any surface cut or break shall be repaired as per Section 9-09.3.
The Engineer may reject any pile because of a cut or break.
6-05.3(7)B Precast concrete Piles
The Contractor shall not handle any pile until test cylinders made with the same
batch of concrete as the pile reach a compressive strength of at least 3,300-psi.
Storing and handling methods shall protect piles from fractures by impact and
undue bending stresses. Handling methods shall never stress the reinforcement more than
12,000-psi. An allowance of twice the calculated load shall be made for impact and shock
effects. The method of lifting the piles shall be submitted to the Engineer for approval.
Page 6-138 2010 Standard Specifications M 41-10
6-05 PIlING
The Contractor will take extra care to avoid damaging the surface of any pile to be used
in seawater or alkaline soil.
6-05.3(7)c Steel casings and Steel Piles
The Engineer will reject bent, deformed, or kinked piles that cannot be straightened
without damaging the metal.
6-05.3(8) Pile Tips and Shoes
The Contracting Agency prefers that timber piles be driven with squared ends. But
if conditions require, they may be shod with metal shoes. Pile tips and shoes shall be
securely attached to the piles in accordance with the manufacturer’s recommendations.
Where called for in the Contract, conical steel pile tips shall be used when driving
steel casings. The tips shall be inside fit, flush-mounted such that the tip and/or weld
bead does not protrude more than 1⁄16-inch beyond the nominal outside diameter of the
steel casing.
If conical tips are not specified, the lower end of each casing shall have a steel
driving plate that is thick enough to keep the casing watertight and free from distortion
as it is driven. The diameter of the steel driving plate shall not be greater than the outside
diameter of the steel casing.
Where called for in the Contract, inside-fit cutting shoes shall be used when driving
open-ended steel piles. The cutting shoes shall be flush-mounted such that the shoe and/or
weld bead does not protrude more than 1⁄16-inch beyond the nominal outside diameter of
the steel pile. The cutting shoe shall be of an inside diameter at least ¾-inch less than the
nominal inside diameter of the steel pile.
Pile tips or shoes shall be of a type denoted in the Qualified Products List. If pile
tips or shoes other than those denoted in the Qualified Products List are proposed,
the Contractor shall submit shop drawings of the proposed pile tip along with design
calculations, Specifications, material chemistry and installation requirements, to the
Engineer for approval. The Contractor shall also submit evidence of a pile driving
test demonstrating suitability of the proposed pile tip. The test shall be performed in
the presence of the Engineer or an acceptable independent testing agency. The test
shall consist of driving a pile fitted with the proposed tip. If the pile cannot be visually
inspected (see Section 6-05.3(11)F), a sacrificial pile fitted with the proposed tip shall
be driven outside the proposed foundation limits. The pile shall be driven to a depth
sufficient to develop the required ultimate bearing capacity as called for in the Contract,
in ground conditions determined to be equivalent to the ground conditions at the project
site. For closed-ended casings or piles, the pile need not be removed if, in the opinion
of the Engineer, the pile can be inspected for evidence of damage to the pile or the tip.
For open-ended steel casings or piles, timber piles or H-piles, the pile shall be removed
for inspection.
6-05.3(9) Pile Driving Equipment
6-05.3(9)A Pile Driving Equipment Approval
Prior to driving any piles, the Contractor shall submit to the Engineer for approval
the details of each proposed pile driving system. The pile driving system shall meet
the minimum requirements for the various combinations of hammer type and pile type
specified in this Section. These requirements are minimums and may need to be increased
in order to ensure that the required ultimate bearing capacity can be achieved, that
minimum tip elevations can be reached, and to prevent pile damage.
2010 Standard Specifications M 41-10 Page 6-139
PIlING 6-05
The Contractor shall submit a wave equation analysis for all pile driving systems
used to drive piling with required ultimate bearing capacities of greater than 300-tons.
The wave equation analysis shall be performed by, and bear the stamp of, a civil engineer
licensed in the State of Washington. The wave equation analysis shall be performed in
accordance with the requirements of this section and the user’s manual for the program.
The wave equation analysis shall verify that the pile driving system proposed does not
produce stresses greater than 50,000-psi or 90-percent of the yield stress whichever
is less, for steel piles, or steel casings for cast-in-place concrete piles.For prestressed
concrete piles, the allowable driving stress shall be 3
c'f
QUPfcc'f2
c'f
QUPcoresfc'f85.56.3
cm'f plus prestress in tension,
and 0.85fc' minus prestress in compression. For precast concrete piles that are not
prestressed, the allowable driving stress shall be 70-percent of the yield stress of the
steel reinforcement in tension, and 0. 85fc' in compression. The wave equation shall also
verify that the pile driving system does not exceed the refusal criteria at the depth of
penetration anticipated for achieving the required ultimate bearing capacity and minimum
tip elevation. Furthermore, the wave equation analysis shall verify that at the maximum
driving resistance specified in the Contract, the driving resistance is 100-blows per
foot or less. Unless otherwise specified in the Contract, or directed by the Engineer, the
following default values shall be used as input to the wave equation analysis program:
Output option (IOUT) 0
Factor of safety applied to (Rult) 1.0
Type of damping Smith
Residual stress option No
Rult is the resistance of the pile used in the wave equation analyses. If the ultimate
bearing capacity equals the maximum driving resistance, a setup factor of 1.3 may be
used in the wave equation analysis to account for pile setup. To use a setup factor in the
wave equation analysis, Rult in the analysis is the ultimate bearing capacity divided by 1.3.
If the maximum driving resistance exceeds the ultimate bearing capacity, no setup factor
should be used, and Rult is equal to the maximum driving resistance of the pile.
Hammer efficiencies:
For Analysis
of Driving
Resistance
For Analysis
of Driving
Stresses
Single acting diesel hammers 0.72 0.84
Closed-ended diesel hammers 0.72 0.84
Single acting air/steam hammers 0.60 0.70
Double acting air/steam hammers 0.45 0.53
Hydraulic hammers or other external combustion
hammers having ram velocity monitors that may
be used to assign an equivalent stroke.
0.85 1.00
Within 15-working days after the Engineer receives the submittal, the Contractor
will be notified of the Engineer’s acceptance or rejection. If the Contractor wishes
to change the pile driving system after the Contractor’s proposed system has been
approved, the system must be submitted for approval to the Engineer, and up to an
additional 10-working days for approval will be required.
Page 6-140 2010 Standard Specifications M 41-10
6-05 PIlING
6-05.3(9)B Pile Driving Equipment Minimum Requirements
For each drop hammer used, the Contractor shall weigh it in the Engineer ’s presence
or provide the Engineer with a certificate of its weight. The exact weight shall be stamped
on the hammer. Drop hammers shall weigh not less than:
1. 3,000-pounds for piles under 50-feet long that have an ultimate bearing
capacity of not more than 60-tons, and
2. 4,000-pounds for piles 50-feet and longer or that have an ultimate bearing
capacity of 60 to 90-tons.
If a drop hammer is used for timber piles, it is preferable to use a heavy hammer and
operate with a short drop.
For each diesel, hydraulic, steam, or air-driven hammer used, the Contractor shall
provide the Engineer with the manufacturer’s Specifications and catalog. These shall
show all data needed to calculate the developed energy of the hammer used.
Underwater hammers may be used only with approval of the Engineer.
Drop hammers on timber piles shall have a maximum drop of 10-feet. Drop
hammers shall not be used to drive timber piles that have ultimate bearing capacities of
more than 60-tons.
When used on timber piles, diesel, hydraulic, steam, or air-driven hammers shall
provide at least 13,000-foot-pounds of developed energy per blow. The ram of any diesel
hammer shall weigh at least 2,700-pounds.
Precast concrete and precast-prestressed concrete piles shall be driven with a single-
acting steam, air, hydraulic, or diesel hammer with a ram weight of at least half as much
as the weight of the pile, but never less than the minimums stated below. The ratio of
developed hammer energy to ram weight shall not exceed 6. Steel casings for cast-in-
place concrete, steel pipe, and steel H-piles shall also be driven with diesel, hydraulic,
steam, or air hammers. These hammers shall provide at least the following developed
energy per blow:
Minimum Developed Energy per Blow (ft-lbs)
Maximum
Driving
Resistance
(Tons)
Air or Steam
Hammers
Open Ended
Diesel Hammers
Closed Ended
Diesel Hammers
Hydraulic
Hammers
Up to 165 21,500 23,000 30,000 18,500
166 to 210 27,500 29,500 38,000 23,500
211 to 300 39,000 41,500 54,000 33,500
301 to 450 59,000 63,000 81,000 50,500
In addition, the ram of any diesel or hydraulic hammer shall have the following
minimum weights:
Maximum Driving Resistance (Tons)Minimum Ram Weight (lbs)
Up to 165 2,700
166 to 210 4,000
211 to 300 5,000
301 to 450 6,500
These requirements for minimum hammer size may be waived if to the satisfaction
of the Engineer a wave equation analysis is performed which demonstrates the ability of
the hammer to obtain the required bearing capacity and minimum tip elevation without
damage to the pile.
2010 Standard Specifications M 41-10 Page 6-141
PIlING 6-05
Vibratory hammers may be used to drive piles provided the location and plumbness
requirements of this section are met. The required bearing capacity for all piles driven
with vibratory hammers will be determined according to 6-05.3(12) by driving the pile at
least an additional 2-feet using an impact hammer. This method of determining bearing
capacity will be accepted provided the blows per inch are either constant or increasing. If
the pile cannot be driven 2-feet, the pile will be considered acceptable for bearing if the
pile is driven to refusal.
If water jets are used, the number of jets and water volume and pressure shall be
enough to erode the material next to the pile at the tip. The equipment shall include a
minimum of 2 water-jet pipes and two ¾-inch jet nozzles. The pump shall produce a
constant pressure of at least 100-psi at each nozzle.
6-05.3(9)c Pile Driving leads
All piles shall be driven with fixed-lead drivers. The leads shall be fixed on the top
and bottom during the pile driving operation. Leads shall be long enough to eliminate
the need for any follower (except for timber piles as specified in Section 6-05.3(11)E).
To avoid bruising or breaking the surface of treated timber piles, the Contractor shall use
spuds and chocks as little as possible. In building a trestle or foundation with inclined
piles, leads shall be adapted for driving batter piles.
A helmet of the right size for the hammer shall distribute the blow and protect
the top of steel piling or casings from driving damage. The helmet shall be positioned
symmetrically below the hammer’s striking parts, so that the impact forces are applied
concentric to the pile top.
Pile driving leads other than those fixed at the top and bottom may be used to
complete driving, if approved by the Engineer, when all of the following criteria are met:
1. Each plumb and battered pile is located and initially driven at least 20-feet in
true alignment using fixed leads or other approved means.
2. The pile driving system (hammer, cushion and pile) will be analyzed by Pile
Driving Analyzer (PDA) to verify driving stresses in the pile are not increased
due to eccentric loading during driving, and transferred hammer energy is not
reduced due to eccentric loading during driving, for all test piles and at least
1 production pile per pier. Unless otherwise specified, the cost of PDA testing
shall be incidental to the various unit Contract prices for driving piles.
6-05.3(10) Test Piles
If the Contract or the Engineer call for it, the Contractor shall drive test piles
to determine pile lengths required to reach the required ultimate bearing capacity,
penetration, or both. Test piles shall be:
1. Made of the same material and have the same tip diameter as the permanent
piles (although test piles for treated timber piles may be either treated or
untreated),
2. Driven with pile tips if the permanent piles will have tips,
3. Prebored when preboring is specified for the permanent piles,
4. Identical in cross-section and other characteristics to the permanent piles when
the test piles are steel casings for cast-in-place concrete piles, precast concrete,
precast-prestressed concrete or steel pipe or H-pile,
5. Long enough to accommodate any soil condition,
6. Driven with equipment and methods identical to those to be used for the
permanent piles,
7. Located as the Engineer directs, and
8. Driven before permanent piles in a given pier.
Page 6-142 2010 Standard Specifications M 41-10
6-05 PIlING
Test piles may also be driven by the Contractor, (at no cost to the Contracting
Agency,) as evidence that the pile driving system selected will not damage the pile
or result in refusal prior to reaching any specified minimum tip elevation.
Timber test piles shall be driven outside the footing and cut off 1-foot below the
finished ground line. Timber test piles shall not be used in place of permanent piles.
Steel and all types of concrete test piles shall become permanent piles.
The Contracting Agency has reduced the number of permanent piles by the number
of test piles.
The Contractor shall base test pile length on test-hole data in the Contract. Any
test piles that prove to be too short shall be replaced (or spliced if the Contract allows
splicing) at the Contractor’s expense.
In foundations and trestles, test piles shall be driven to at least 15-percent more
than the ultimate bearing capacity required for the permanent piles, except where
pile driving criteria is determined by the wave equation. When pile driving criteria is
specified to be determined by the wave equation, the test piles shall be driven to the same
ultimate bearing capacity as the production piles. Test piles shall penetrate at least to any
minimum tip elevation specified in the Contract. If no minimum tip elevation is specified,
test piles shall extend at least 10-feet below the bottom of the concrete footing or ground
line, and 15-feet below the bottom of the concrete seal.
When any test pile to be left as a permanent pile has been so damaged by handling
or driving that the Engineer believes it unfit for use, the Contractor shall remove and
replace the pile at no additional cost to the Contracting Agency. The Engineer may direct
the Contractor to overdrive the test pile to more than 15-percent above the ultimate
bearing capacity for permanent piles, or if the wave equation is used to determine
driving criteria, the Engineer may direct the Contractor to overdrive the test pile above
the ultimate bearing capacity. In these cases, the overdriving shall be at the Contractor’s
expense. But if pile damage results from this overdriving, any removal and replacement
will be at the Contracting Agency’s expense.
6-05.3(11) Driving Piles
6-05.3(11)A Tolerances
For elevated pier caps, the tops of piles at cut-off elevation shall be within 2-inches
of the horizontal locations indicated in the Contract. For piles capped below final grade,
the tops of piles at cut-off elevation shall be within 6-inches of the horizontal locations
indicated in the Contract. No pile edge shall be nearer than 4-inches from the edge of any
footing or cap. Piles shall be installed such that the axial alignment of the top 10-feet of
the pile is within 4-percent of the specified alignment. No misaligned steel or concrete
piles shall be pulled laterally. A properly aligned section shall not be spliced onto a
misaligned section for any type of pile. Unless the Contract shows otherwise, all piles
shall be driven vertically.
6-05.3(11)B Foundation Pit Preparation
The Contractor shall replace (and bear the cost of replacing) any pile damaged or
destroyed before or during driving.
The Contractor shall completely dig all foundation pits (and build any required
cofferdams or cribs) before driving foundation piles. The Contractor shall adjust pit
depths to allow for upheaval caused by pile-driving, judging the amount of adjustment
by the nature of the soil. Before constructing the footing or pile cap, the Contractor shall
restore the pit bottom to correct elevation by removing material or by backfilling with
granular material.
2010 Standard Specifications M 41-10 Page 6-143
PIlING 6-05
6-05.3(11)c Preparation for Driving
Treated and untreated timber piles shall be freshly cut square on the butt ends just
before they are driven. If piles will be driven into hard material, caps, collars, or bands
shall be placed on the butt ends to prevent crushing or brooming. If the head area of the
pile is larger than that of the hammer face, the head shall be snipped or chamfered to
fit the hammer. On treated piles, the heads shall be snipped or chamfered to at least the
depth of the sapwood to avoid splitting the sapwood from the pile body.
The Contractor shall match timber pile sizes in any single bent to prevent sway
braces from undue bending or distorting.
When driven, pile faces shall be turned as shown in the Plans or as the Engineer
directs.
No precast-prestressed pile shall be driven until test cylinders poured with it reach at
least the specified compressive strength shown in the Contract. On all other precast piles,
the cylinders must reach a compressive strength of at least 4,000-psi before the piles are
driven.
Helmets of approved design shall protect the heads of all precast concrete piles as
they are driven. Each helmet shall have fitted into it a cushion next to the pile head. The
bottom side of the helmet shall be recessed sufficiently to accommodate the required
pile cushion and hold the pile in place during positioning and driving. The inside helmet
diameter shall be determined before casting the pile, and the head of the pile shall be
formed to fit loosely inside the helmet.
Steel Casing, steel pipe or H-piles shall have square-cut ends.
6-05.3(11)D Achieving Minimum Tip Elevation and Bearing
Once pile driving has started, each pile shall be driven continuously until the
required ultimate bearing capacity shown in the Contract has been achieved. Pauses
during pile driving, except for splicing, mechanical breakdown, or other unforeseen
events, shall not be allowed.
If the Contract specifies a minimum tip elevation, the pile shall be driven to at least
the minimum tip elevation, even if the ultimate bearing capacity has been achieved,
unless the Engineer directs otherwise. If a pile does not develop the required ultimate
bearing capacity at the minimum tip elevation, the Contractor shall continue driving
the pile until the required bearing capacity is achieved. If no minimum tip elevation is
specified, then the piles shall be driven to the ultimate bearing capacity shown in the
Contract and the following minimum penetrations:
Pile supporting cross-beams, bents, 10-feet below final top of ground
elevated pile caps elevation
Piles supporting foundations 10-feet below bottom of foundation
Piles with a concrete seal 15-feet below bottom of seal
If overdriving is required in order to reach a specified minimum tip elevation, the
Contractor shall provide a pile driving system which will not result in damage to the pile
or refusal before the minimum tip elevation is reached. The cost of overdriving shall be
incidental to the various unit Contract prices for furnishing and driving piles.
So long as the pile is not damaged and the embankment or foundation material
being driven through is not permanently damaged, the Contractor shall use normal means
necessary to:
1. Secure the minimum depth specified,
2. Penetrate hard material that lies under a soft upper layer,
3. Penetrate through hard material to obtain the specified minimum tip elevation,
or
4. Penetrate through a previously placed embankment.
Page 6-144 2010 Standard Specifications M 41-10
6-05 PIlING
Normal means refer to methods such as preboring, spudding, or jetting piles.
Blasting or drilling through obstructions are not considered normal means.
Prebored holes and pile spuds shall have a diameter no larger than the least outside
dimension of the pile. After the pile is driven, the Contractor shall fill all open spaces
between the pile and the soil caused by the preboring or spudding with dry sand, or pea
gravel, or controlled density fill as approved by the Engineer.
If water jets are used, the jets shall be withdrawn before the pile reaches its final
penetration, and the pile shall then be driven to its final penetration and ultimate bearing
capacity. The pile shall be driven a minimum of 2-feet to obtain the ultimate bearing
capacity after the jets are withdrawn, or to refusal, whichever occurs first. If the water jets
loosen a pile previously driven, it shall be redriven in place or pulled and replaced by a
new pile. To check on pile loosening, the Contractor shall attempt to redrive at least 1 in
every 5 piles, but no less than 1 pile per bent or pier.
The various unit Contract prices for driving piles shall cover all costs related to the
use of water jets, preboring, or spudding. The Contracting Agency will not pay any costs
the Contractor incurs in redriving piles loosened as a result of using water jets, preboring,
or spudding.
If the Engineer requires, the Contractor shall overdrive the pile beyond the ultimate
bearing capacity and minimum tip elevation shown in the Contract. In this case, the
Contractor will not be required to:
1. Use other than normal means to achieve the additional penetration;
2. Bear the expense of removing or replacing any pile damaged by overdriving; or
3. Bear the expense of overdriving the pile more than 3-feet as specified in
Section 6-05.5.
In driving piles for footings with seals, the Contractor shall use no method (such as
jetting or preboring) that might reduce friction capacity.
6-05.3(11)E use of Followers for Driving
Followers shall not be used to drive concrete or steel piles. On timber piles, the
Contractor may use steel (not wooden) followers if the follower fits snugly over the pile
head. If a follower is used, the Contractor shall, in every group of 10 piles, drive 1 long
pile without a follower, but no less than 1 pile per bent or pier, to the required ultimate
bearing capacity and minimum tip elevation. This long pile shall be used to test the
bearing capacity of the piles driven with a follower in the group. The tip elevation of the
long pile shall be similar to the elevation of the piles driven with the follower. If the tip
elevations are significantly different, as determined by the Engineer, the Contractor shall
redrive the remaining piles in the group to the tip elevation of the longer pile.
6-05.3(11)F Pile Damage
The Contractor shall remove and replace (and bear the cost of doing so) any pile that
is damaged as determined by the Engineer.
After driving a steel casing for a cast-in-place concrete pile, the Contractor shall
leave it empty until the Engineer has inspected and approved it. The Contractor shall
make available to the Engineer a light suitable for inspecting the entire length of its
interior. The Engineer will reject any casing that is improperly driven, that shows partial
collapse that would reduce its ultimate bearing capacity, or that has been reduced in
diameter, or that will not keep out water. The Contractor shall replace (and bear the cost
of replacing) any rejected casing.
Pile heads which have been broomed, rolled, or otherwise significantly damaged as
determined by the Engineer shall be cut back to undamaged material before proceeding
with driving as well as final acceptance of the pile.
2010 Standard Specifications M 41-10 Page 6-145
PIlING 6-05
6-05.3(11)G Pile cutoff
The Contractor shall trim the tops of all piles to the true plane shown in the Contract
and to the elevation the Engineer requires. If a pile is driven below cutoff elevation
without the Engineer’s approval, the Contractor shall remove and replace it (and bear the
costs of doing so), even if this requires a longer pile. Any pile that rises as nearby piles
are driven, shall be driven down again if the Engineer requires.
Any piles under timber caps or grillages shall be sawed to the exact plane of the
Structure above them and fit it exactly. No shimming on top of timber piles to adjust for
inaccurate pile top elevations will be permitted. If a timber pile is driven out of line, it
shall be straightened without damage before it is cut off or braced.
Steel casing shall be cut off at least 6-inches below the finished ground line or at the
low water line if the casing will be visible as determined by the Engineer.
6-05.3(11)h Pile Driving From or Near Adjacent Structures
The Contractor shall not drive piling from an existing Structure unless all of the
following conditions are met:
1. The existing Structure will be demolished within the Contract.
2. The existing Structure is permanently closed to traffic, and
3. Working drawings are submitted in accordance with Sections 6-01.9 and
6-02.3(16), showing the structural adequacy of the existing Structure to safely
support all of the construction loads.
Freshly placed concrete in the vicinity of the pile driving operation shall be
protected against vibration in accordance with Section 6-02.3(6)D.
6-05.3(12) Determination of Bearing Values
The following formula shall be used to determine ultimate bearing capacities:
P = F × E × Ln(10N)
Where: P = ultimate bearing resistance, in tons
F = 1.8 for air/steam hammers
= 1.2 for open ended diesel hammers and precast concrete
or timber piles
= 1.6 for open ended diesel hammers and steel piles
= 1.2 for closed ended diesel hammers
= 1.9 for hydraulic hammers
= 0.9 for drop hammers
E = developed energy, equal to W times H1, in ft-kips
W = weight of ram, in kips
H = vertical drop of hammer or stroke of ram, in feet
N = average penetration resistance in blows per inch for the last
4-inches of driving
Ln = the natural logarithm, in base “e”
1For closed-end diesel hammers (double-acting), the developed hammer energy (E)
is to be determined from the bounce chamber reading. Hammer manufacturer calibration
data may be used to correlate bounce chamber pressure to developed hammer energy. For
double acting hammer hydraulic and air/steam hammers, the developed hammer energy
shall be calculated from ram impact velocity measurements or other means approved by
the Engineer. For open ended diesel hammers (single-acting) use the blows per minute to
determine the developed energy (E).
Page 6-146 2010 Standard Specifications M 41-10
6-05 PIlING
The above formula applies only when:
1. The hammer is in good condition and operating in a satisfactory manner;
2. A follower is not used;
3. The pile top is not damaged;
4. The pile head is free from broomed or crushed wood fiber;
5. The penetration occurs at a reasonably quick, uniform rate; and the pile has
been driven at least 2-feet after any interruption in driving greater than 1-hour
in length.
6. There is no perceptible bounce after the blow. If a significant bounce cannot
be avoided, twice the height of the bounce shall be deducted from “H” to
determine its true value in the formula.
7. For timber piles, bearing capacities calculated by the formula above shall be
considered effective only when it is less than the crushing strength of the piles.
8. If “N” is greater than or equal to 1.0-blow/inch.
If “N” required to achieve the required ultimate bearing capacity using the above
formula is less than 1.0-blow/inch, the pile shall be driven until the penetration resistance
is a minimum of 1.0-blow/inch for the last 2-feet of driving.
The Engineer may require the Contractor to install a pressure gauge on the inboard
end of the hose to check pressure at the hammer.
If water jets are used in driving, bearing capacities shall be determined either:
(1) by calculating it with the driving data and the formula above after the jets have been
withdrawn and the pile is driven at least 2-feet, or (2) by applying a test load.
6-05.3(13) Treatment of Timber Pile heads
After cutting timber piles to correct elevation, the Contractor shall thoroughly coat
the heads of all untreated piles with 2 coats of an approved preservative that meets the
requirements of Section 9-09 (except concrete-encased piles).
After cutting treated timber piles to correct elevation, the Contractor shall brush
3 coats of an approved preservative that meets the requirements of Section 9-09 on all
pile heads (except those to be covered with concrete footings or concrete caps). The pile
heads shall then be capped with alternate layers of an approved roofing asphalt and a
waterproofing fabric that conforms to Section 9-11.2. The cap shall be made of 4 layers
of an approved roofing asphalt and 3 layers of fabric. The fabric shall be cut large enough
to cover the pile top and fold down at least 6-inches along all sides of the pile. After
the fabric cover is bent down over the pile, its edges shall be fastened with large-head
galvanized nails or with 3 turns of galvanized wire. The edges of the cover shall be
neatly trimmed.
On any treated timber pile encased in concrete, the cut end shall receive 2 coats of
an approved preservative that meets the requirements of Section 9-09 and then a heavy
coat of an approved roofing asphalt.
6-05.3(14) Extensions and Build-ups of Precast concrete Piles
The Contractor shall add extensions, or build-ups (if necessary) on precast concrete
piles after they are driven to the required ultimate bearing capacity and minimum tip
elevation.
Before adding extensions or build-ups to precast-prestressed piles, the Contractor
shall remove any spalled concrete, leaving the pile fresh-headed and with a top surface
perpendicular to the axis of the pile. The concrete in the build-up shall be Class 5000.
2010 Standard Specifications M 41-10 Page 6-147
PIlING 6-05
Before adding to non-prestressed precast concrete piles, the Contractor shall cut the
pile head away to a depth 40 times the diameter of the vertical reinforcing bar. The final
cut shall be perpendicular to the axis of the pile. Reinforcement of the same density and
configuration as used in the pile shall be used in the build-up and shall be fastened firmly
to the projecting steel. Forms shall be placed to prevent concrete from leaking along the
pile. The concrete in the build-up shall be Class 4000.
Just before placing the concrete for extensions or build-ups to precast or precast-
prestressed concrete piles, the Contractor shall thoroughly wet the top of the pile. Forms
shall remain in place at least 3-days.
6-05.3(15) completion of cast-In-Place concrete Piles
After approval by the Engineer, driven casings shall be cut off horizontally at the
required elevation. They shall be clean and free of water when concrete and reinforcing
steel are placed.
These piles shall consist of steel casings driven into the ground, reinforced as
specified, and filled with Class 4000P concrete.
6-05.3(15)A Reinforcement
All bars shall be fastened rigidly into a single unit, then lowered into the casing
before the concrete is placed. Loose bars shall not be used.
Spiral hooping reinforcement shall be deformed steel bar, plain steel bar, cold-drawn
wire, or deformed wire.
6-05.3(15)B Placing concrete
Before placing concrete, the Contractor shall remove all debris and water from the
casing. If the water cannot be removed, the casing shall be removed (or cut off 2-feet
below the ground and filled with sand) and a new one driven.
The Contractor shall place concrete continuously through a 5-foot rigid conduit
directing the concrete down the center of the pile casing, ensuring that every part of
the pile is filled and the concrete is worked around the reinforcement. The top 5-feet
of concrete shall be placed with the tip of the conduit below the top of fresh concrete.
The Contractor shall vibrate, as a minimum, the top 10-feet of concrete. In all cases, the
concrete shall be vibrated to a point at least 5-feet below the original ground line.
6-05.4 Measurement
Measurement for driving (type) pile will be the number of piles driven in place.
In these categories, measurement will be the longer of either the number of linear
feet driven below cutoff or as shown in the Engineer’s order list:
1. Furnishing timber piling (untreated or name of treatment).
2. Precast concrete and precast-prestressed concrete piling.
In these categories, measurement will be the number of linear feet driven below
cutoff, but no Engineer’s order list will be provided:
1. Cast-in-place concrete piling.
2. Furnishing steel piling.
Measurement for furnishing and driving test piles will be the number actually
furnished and driven as the Contract requires.
Measurement for steel pile tips or shoes will be by the number of tips or shoes
actually installed and driven in place on steel casings or steel piles.
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6-05 PIlING
6-05.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal:
“Furnishing and Driving (type) Test Pile”, per each.
The unit Contract price per each for “Furnishing and Driving (type) Test Pile”
shall be full pay for furnishing and driving test piles to the ultimate bearing capacity
or penetration required by the Engineer, furnishing and installing a pile tip when pile
tips are specified for the permanent piles, preboring when preboring is specified for the
permanent piles, for pulling the piles or cutting them off as required, and for removing
them from the site or for delivery to the Contracting Agency for salvage when ordered
by the Engineer. This price shall also include all costs in connection with moving all pile
driving equipment or other necessary equipment to the site of the Work and for removing
all such equipment from the site after the piles have been driven. If, after the test piles
have been driven, it is found necessary to eliminate the piling from all or any part of the
Structure, no additional pay will be allowed for moving the pile driving equipment to and
from the site of the Work.
“Driving Timber Pile (untreated or name treatment)”, per each.
The unit Contract price per each for “Driving Timber (type) Pile” shall include any
metal shoes which the Contractor has determined to be beneficial to the pile driving.
“Driving Conc. Pile (size)”, per each.
“Driving St. Pile”, per each.
The unit Contract price per each for “Driving (type) Pile (____)” shall be full pay
for driving the pile to the ultimate bearing and/or penetration specified. When overdriving
piles beyond the ultimate bearing capacity and minimum tip elevation specified in the
Contract is required by the Engineer, payment for the first 3-feet of overdriving will
be included in the unit Contract price for “Driving (type) Pile”. Additional penetration
beyond the first 3-feet of overdriving will be paid for on the basis of force account Work
as covered in Section 1-09.6.
“Furnishing Timber Piling (untreated or name treatment)”, per linear foot.
“Furnishing Conc. Piling (size)”, per linear foot.
“Furnishing St. Piling”, per linear foot.
The unit Contract price per linear foot for “Furnishing (type) Piling (____)” shall be
full pay for furnishing the piling specified, including fabricating and installing the steel
reinforcing bar cage, and casting and curing the concrete, as required for concrete piling.
Such price shall also be full pay, for furnishing timber, precast concrete, or precast-
prestressed concrete piling length ordered from an Engineer’s order sheet but not driven.
“Precast Concrete Pile Buildup”, by force account.
Payment for buildups of precast or precast-prestressed concrete piles will be made
on the basis of force account Work as covered in Section 1-09.6. No payment will be
made for build-ups or additional lengths of build-up made necessary because of damage
to the piling during driving. The length of splice for precast concrete piles includes the
length cut off to expose reinforcing steel for the splice. The length of splice for precast-
prestressed piles includes the length in which holes are drilled and reinforcing bars
are grouted.
For the purpose of providing a common Proposal for all Bidders, the Contracting
Agency entered an amount for “Precast Concrete Pile Buildup” in the Proposal to become
part of the total Bid by the Contractor.
“Furnishing Steel Pile Tip or Shoe (size)”, per each.
2010 Standard Specifications M 41-10 Page 6-149
BRIDGE RAIlINGS 6-06
6-06 BRIDGE RAIlINGS
6-06.1 Description
This Work consists of providing and building bridge railings that meet the
requirements of the Plans, these Specifications, and the Engineer.
6-06.2 Materials
Materials shall meet the requirements of the following sections:
Timber Railing 9-09
Metal Railing 9-06.18
6-06.3 construction Requirements
6-06.3(1) Timber Railings
Wheel guards and railings shall be true to line and grade and framed accurately.
The Contractor shall follow Section 6-04 whenever this subsection does not specify
a construction method.
Unless the Plans show otherwise, wheel guards shall be:
1. Beveled and surfaced on the Roadway side and surfaced on the top edge.
They may be surfaced on 4 sides (S4S).
2. Laid in sections at least 12-feet long.
3. Bolted through the floor plank and outside stringer (or nailing piece) with
¾-inch diameter bolts spaced no more than 4-feet apart.
All rails and rail post material shall be S4S and painted as required in Section 6-07.
Railing members shall be fastened securely together, with the bolts tightened once
at installation and again just before the Contracting Agency’s final acceptance of the
Contract.
6-06.3(2) Metal Railings
Metal railing includes posts, web members, and horizontal members of the sidewalk
and Roadway railing. Unless the Plans or Special Provisions show otherwise, these shall
be made of aluminum alloy or steel.
Before fabricating the railing, the Contractor shall submit 6 copies of the shop plans
for the Engineer’s approval. The Contractor may substitute other rail connection details
for those shown in the Plans if details of these changes show in the shop plans and if the
Engineer approves. In approving shop plans, the Engineer indicates only that they are
adequate and complete enough. Approval does not indicate a check on dimensions.
Anchor bolts or wedge anchors shall be positioned with a template to ensure that
bolts match the hole spacing of the bottom channels or anchorage plates.
Where specified, cover plates shall fit the bottom channel tightly after being snapped
into position.
Metal railings shall be installed true to line and grade (or camber). After first setting
the railing, the Contractor shall readjust all or part of it, if necessary, to create an overall
line and grade pleasing to the eye.
Page 6-150 2010 Standard Specifications M 41-10
6-06 BRIDGE RAIlINGS
6-06.4 Measurement
Timber railing will be measured by the thousand board feet (MBM) as shown in
Section 6-04.
Metal railing will be measured by the linear foot along the line and slope at the base
of the completed railing.
6-06.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal:
“Timber and Lumber (untreated or name treatment)”, per MBM.
“Bridge Railing Type .____”, per linear foot.
In case no item is included in the Contract for “Bridge Railing Type ____” and
payment is not otherwise provided, all metal railings shall be included in the lump sum
Contract price for “Structural Carbon St.” as specified in Section 6-03.
2010 Standard Specifications M 41-10 Page 6-151
PAINTING 6-07
6-07 PAINTING
6-07.1 Description
This work consists of containment, surface preparation, shielding adjacent areas
from unwanted surface preparation, testing and disposing of surface preparation debris,
furnishing and applying paint, shielding adjacent areas from unwanted paint, and cleaning
up after painting is completed. The work shall comply with all requirements of the Plans,
these Specifications, and the Engineer. Terminology used herein is in accordance with the
definitions used in Volume 2, Systems and Specifications, of the SSPC Steel Structures
Painting Manual.
6-07.2 Materials
Materials shall meet the requirements of the following sections:
Paint 9-08.1
Powder Coating Materials for Coating
Galvanized Surfaces 9-08.2
Abrasive Blast Media 9-08.4(1)
Lead Abatement Additive 9-08.4(2)
Bird Guano Treatment 9-08.5(1)
Fungicide Treatment 9-08.5(2)
Water 9-08.5(3)
Filter Fabric 9-08.6
Single Component Urethane Sealant 9-08.7
Foam Backer Rod 9-08.8
6-07.3 construction Requirements
6-07.3(1) Work Force Qualifications
6-07.3(1)A Work Force Qualifications for Shop Application of Paint
Facilities for shop application of paint shall either be selected from one of the
facilities listed in the WSDOT Qualified Products List as an approved coating facility for
new steel structures or shall be approved through the WSDOT Request for Approval of
Material process.
6-07.3(1)B Work Force Qualifications for Field Application of Paint
The Contractor preparing the surface and applying the paint shall be certified under
SSPC-QP 1.
The Contractor removing and otherwise disturbing existing paint containing lead
and other hazardous materials shall be certified under SSPC-QP 2, Category A.
In lieu of the above SSPC certifications, the Contractor performing the specified
work may complete one of the following actions:
1. The Contractor may substitute documentation of successful completion of
two bridge painting projects in the past ten years involving complete paint
removal, including paint containing lead and other hazardous materials, with
reapplication of a three-component moisture-cured polyurethane paint system.
The documentation shall include the name and size of the project, the dates of
the work, the owner’s name, and name and contact information for an owner’s
contact person.
2. The Contractor’s quality control inspector(s) for the project shall be NACE-
certified CIP Level 3.
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6-07 PAINTING
6-07.3(2) Submittals
The Contractor shall submit a painting plan to the Engineer for approval in
accordance with Section 1-05.3.
For shop application of paint, the painting plan shall include the documents listed
in Section 6-07.3(2)B and Section 6-07.3(2)E, item 2, the product data sheet for the
primer coat with coefficient of friction certification, and paint samples in accordance with
Section 6-07.3(7).
For field application of paint, the painting plan shall include the documents listed in
Section 6-07.3(2)A through Section 6-07.3(2)F.
6-07.3(2)A Work Force Qualifications Submittal Component
The work force qualifications submittal component of the painting plan shall include
the following:
1. Documentation of the Contractor’s workforce qualifications as specified in
Section 6-07.3(1).
2. Resumé of qualifications and contact information for the Contractor’s on-
site supervisors. An on-site supervisor shall be present for each work shift at
the bridge site, and each on-site supervisor shall have 3-years’ minimum of
industrial painting field experience with 1-year minimum of field supervisory or
management experience in paint removal projects.
6-07.3(2)B contractor’s Quality control Program Submittal component
The Contractor’s quality control program submittal component of the painting plan
shall include the following:
1. Description of the inspection procedures and techniques and the acceptance
criteria for all phases of work.
2. Procedure for implementation of corrective action.
3. The paint system manufacturer’s recommended methods of preventing defects.
4. The Contractor’s frequency of quality control inspection.
5. Description of the equipment used for inspection of prepared surfaces and
inspection of paint.
6. Example completed form(s) of the daily quality control report used to
document the inspection work and tests performed by the Contractor’s quality
control personnel.
6-07.3(2)c Paint System Manufacturer and Paint System Information Submittal
component
The paint system manufacturer and paint system information submittal component
of the painting plan shall include the following:
1. Product data sheets and information on the paint materials, paint preparation,
and paint application, as specified by the paint manufacturer, including:
a. Samples and documents specified in Section 6-07.3(7) for each paint and
thinner.
b. All application instructions, including the mixing and thinning directions.
c. Recommended spray nozzles and pressures.
d. Minimum and maximum drying time between coats.
e. Restrictions on temperature and humidity.
f. Repair procedures as specified in Section 6-07.3(10)P.
g. Maximum dry film thickness for each coat.
2010 Standard Specifications M 41-10 Page 6-153
PAINTING 6-07
2. Identification of, and contact information for, the paint system manufacturer’s
technical representative.
3. For painting of new steel, the friction coefficient of the faying surface,
including test results and the paint manufacturer’s Certificate of Compliance in
support of the friction coefficient.
6-07.3(2)D hazardous Waste containment, collection, Testing, and Disposal
Submittal component
The hazardous waste containment, collection, testing, and disposal submittal
component of the painting plan shall include the following:
1. Filter fabric attachment and support in accordance with Section 6-07.3(10)A.
2. Abrasive blasting containment system attachment and support in accordance
with Section 6-07.3(10)A.
3. Details of jobsite material storage facilities and containment waste storage
facilities, including location, security, and environmental control.
4. Methods and materials used to contain, collect, and dispose of all containment
waste and all construction-related waste, including transportation of waste.
5. Details of the containment waste sampling plan conforming to Chapter 173-303
WA C for waste designated as dangerous waste or extremely hazardous waste.
6. The name of, and contact information for, the accredited analytical laboratory
performing the testing of the containment waste samples in accordance with
Section 6-07.3(10)F.
7. Process for tracking the disposal of hazardous waste, including a sample form
of the tracking documentation.
6-07.3(2)E cleaning and Surface Preparation Equipment Submittal component
The cleaning and surface preparation equipment submittal component of the
painting plan shall include the following:
1. Details of the water jetting operation, including:
a. Water source.
b. A list and description of the water jetting equipment, including maximum
water discharge rates and pressure.
c. Methods and materials used to protect vehicular and pedestrian traffic
from wash water when conducting overhead water jetting operations.
2. Details of the abrasive blast cleaning operation, including:
a. Description of the abrasive blast cleaning procedure.
b. Type, manufacturer, and brand of abrasive blast material and all associated
additives, including Materials Safety Data Sheets (MSDS).
c. Description of the abrasive blast cleaning equipment to be used.
6-07.3(2)F Paint Application Equipment and Operations Submittal component
The paint application equipment and operations submittal component of the painting
plan shall include the following:
1. Description of the equipment used for paint application operations.
2. Details of jobsite material storage facilities, including location, security, and
environmental control.
3. Description of the supports and platforms used to support equipment, materials,
and workers, including scaffolds, platforms, accordion lifts, and barges, and the
methods used to attach, moor, and anchor these supports and platforms.
4. Drip tarps in accordance with Section 6-07.3(10)O.
Page 6-154 2010 Standard Specifications M 41-10
6-07 PAINTING
5. Methods and materials used to protect surrounding structures, equipment, and
property from exposure to, and damage from, painting operations.
6. Details of paint application operations for areas of limited and restricted access.
7. Description of the method for the removal of any accidental spills or drips on
traffic that occur during the normal painting operations, and provisions for
providing a vehicle-cleaning station.
6-07.3(2)G Painting Plan Meeting
At the option of the Contracting Agency, a painting plan meeting may be scheduled
following review of the Contractor’s initial submittal of the plan. The Contractor shall be
represented by the superintendent, on-site supervisors, and quantity control inspectors.
6-07.3(3) Quality control and Quality Assurance
6-07.3(3)A Quality control and Quality Assurance for Shop Application of Paint
For shop application of paint, quality control procedures shall be as approved by the
Engineer.
6-07.3(3)B Quality control and Quality Assurance for Field Application of Paint
For field application of paint, the Contractor shall conduct quality control
inspections as required by SSPC-PA 1, using the personnel and the processes outlined
in the painting plan as approved by the Engineer. The Contractor shall maintain current
copies of the SSPC Painting Manual, Volumes 1 and 2, at the project site at all times. The
Contractor’s quality control operations shall include monitoring and documenting the
following:
1. Equipment, personnel, and materials used.
2. Environmental conditions (ambient air temperature and humidity, steel surface
temperature, dew point, wind direction, and velocity).
3. Steel surface condition, profile, and preparation.
4. Paint application and film thickness.
A copy of the Contractor’s daily quality control report, signed and dated by the
Contractor’s quality control inspector, accompanied by copies of the test results of quality
control tests performed on the work covered by the daily quality control report, shall be
submitted to the Engineer before the end of the next day’s work shift.
The Contractor shall provide the Engineer time and access to perform quality
assurance testing. Each painting operation phase shall be considered a hold point,
from which the Contractor shall not proceed with continuing work until receiving the
Engineer’s approval.
The Engineer may perform quality assurance testing at each of the following phases
of painting operations:
1. After SSPC-SP 1 cleaning.
2. After water jetting.
3. After abrasive blast cleaning, hand and power tool surface cleaning, and
compressed air surface cleaning.
4. After applying each coat when dry.
5. During final inspection of all work at the end of the project.
Quality assurance testing may include the following tests:
1. Environmental conditions for painting in accordance with ASTM D 337.
2. Cleanness of abrasive blasting media and ionic contamination of abrasive
blasting media in accordance with ASTM D 4940.
2010 Standard Specifications M 41-10 Page 6-155
PAINTING 6-07
3. Cleanness of compressed air in accordance with ASTM D 4285.
4. Pictorial of surface preparation standards in accordance with SSPC-VIS 1, 3, 4,
and 5.
5. Surface profile by Keanne-Tator comparator in accordance with ASTM D 4417.
6. Surface profile by replica tape in accordance with ASTM D 4417.
7. Wet film thickness in accordance with ASTM D 4414.
8. Dry film thickness by magnetic gage in accordance with SSPC-PA 2 modified.
9. Dry film thickness by Tooke gage in accordance with ASTM D 4138.
The Contractor shall repair all damage to paint resulting from Contracting Agency’s
quality assurance inspections at no additional cost or time to the Contracting Agency.
6-07.3(4) Paint System Manufacturer’s Technical Representative
The paint system manufacturer’s technical representative shall be present at the
jobsite for the pre-painting conference and for the first day of paint application, and shall
be available for consultation for the full project duration.
6-07.3(5) Pre-Painting conference
A pre-painting conference shall be held 5 to 10-working days before beginning
painting operations to discuss the painting plan, construction operations, personnel, and
equipment to be used. Those attending shall include:
1. (Representing the Contractor) The superintendent, on-site supervisors, and all
crew members in charge of cleaning and preparing the surfaces, containing,
collecting and disposing of all removed materials, applying the paint, and
performing all quality control inspections, measurements and tests; and the
paint system manufacturer’s technical representative, and
2. (Representing the Contracting Agency) The Project Engineer, key inspection
assistants, and representatives of the WSDOT HQ Construction Office.
If the Contractor’s key personnel change between any work operations, an additional
conference may be held.
For projects that include painting of multiple structures, a separate conference may
be held for each structure, at the discretion of the Engineer.
6-07.3(6) Paint containers, Storage, and handling
6-07.3(6)A Paint containers
Paint container labels shall include the following information:
1. Manufacturer’s name and product name, with batch number and date of
manufacture.
2. Color name and Federal Standard 595 color number, where applicable.
3. Shelf life of the product, from date of batch manufacture.
4. Storage requirements and temperature limits.
Paint containers shall conform to U.S. DOT hazardous material shipping regulations.
Paint shall be delivered to the jobsite in the manufacturer’s original unopened containers
with the original manufacturer’s label legible and intact. Paint will be rejected if the
container has a puncture or if the lid shows signs of paint leakage. Each container shall
be filled with paint and sealed airtight. Each container shall be filled with the amount of
paint required to yield the specified quantity when measured at 70°F. All paint shall be
shipped in new suitable containers having a capacity not greater than 5-gallons.
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6-07 PAINTING
6-07.3(6)B Paint Storage
Paint materials shall not be used or stored on-site after the shelf life expiration date.
Paint material shipping, handling, and storage shall conform to Sections 1-06.4 and
9-08.1(4) and the following requirements:
1. Paint materials shall be stored in the manufacturer’s original containers in a
weather-tight space where the temperature is maintained within the storage
temperature range recommended by the paint manufacturer, but in no case
where the temperature is lower than 40°F or greater than 100°F.
2. The Contractor shall monitor the paint material storage facility with a high-low
recording thermometer device.
3. The paint material storage facility shall be separate from the storage facilities
used for storing painting equipment and used for storing containment waste and
construction-generated waste.
6-07.3(7) Paint Sampling and Testing
The Contractor shall provide the Engineer 1-quart of each paint and each thinner
representing each lot. Samples shall be accompanied with a Material Safety Data Sheet
and a paint drawdown sample.
If the quantity of paint required for each component of the paint system for the
entire project is 20-gallons or less, then the paint system components will be accepted as
specified in Section 9-08.1(7) with a paint drawdown sample.
Sampling and testing performed by the Contracting Agency shall not be construed as
determining or predicting the performance or compatibility of the individual paint or the
completed paint system.
6-07.3(8) Equipment
6-07.3(8)A Paint Film Thickness Measurement Gages
Paint dry film thickness measurements shall be performed with either a Type 1 pull-
off gage or a Type 2 electronic gage as specified in SSPC Paint Application Specification
No. 2, Measurement of Dry Paint Thickness with Magnetic Gages.
Paint wet film thickness measurement gages shall be stainless steel with notches
graduated in 1-mil increments.
6-07.3(9) Painting New Steel Structures
All materials classified as nongalvanized structural steel shall be painted with a
three-coat paint system as specified in Section 6-07.3(9)A. The primer coat shall be shop-
applied. The intermediate and top coats shall be field-applied after erection and following
any primer coating repair operations.
Steel surfaces embedded in concrete, and faying (contact) surfaces of bolted
connections (including all surfaces internal to the connection and all filler plates) shall
receive the primer coat only. Stainless steel surfaces are not required to be painted.
Welded shear connectors are not required to be painted except for the weld area.
Temporary attachments or supports for scaffolding or forms shall not damage the
paint system.
6-07.3(9)A Paint System
The paint system applied to new steel surfaces shall consist of the following:
Primer Coat: Section 9-08.1(2)C
Intermediate Coat: Section 9-08.1(2)G
Top Coat Section 9-08.1(2)H
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The Contractor shall select a primer coat, intermediate coat, and top coat from the
approved products listed in the current Qualified Products List, with all products selected
for a system produced by the same manufacturer. The paint system selected shall be used
throughout the entire structure.
Paint formulations to be used on faying surfaces shall be Class B coatings with a
mean slip coefficient not less than 0.50. The slip coefficient shall be determined by testing
in accordance with “Test Method to Determine the Slip Coefficient for Coatings Used in
Bolted Joints” as adopted by the Research Council on Structural Connections.
6-07.3(9)B Paint color
Each successive coat shall be a contrasting color to the previously applied coat. The
color of the top coat shall be as specified in the Plans or Special Provisions and shall
conform to Section 9-08.1(8).
6-07.3(9)c Mixing and Thinning Paint
Paint shall be mixed in accordance with the manufacturer’s written
recommendations to a smooth, lump-free consistency. Mixing shall be done, to the extent
possible, in the original containers and shall be continued until all of the metallic powder
or pigment is in suspension. The mixed paint shall be kept under continuous agitation up
to and during the time of application.
6-07.3(9)D coating Thickness
Dry film thickness shall be measured in accordance with SSPC Paint Application
Specification No. 2, Measurement of Dry Paint Thickness with Magnetic Gages.
The dry film thickness for the primer coat shall not be less than 2.5-mils nor greater
than the paint manufacturer’s maximum recommended thickness.
The minimum dry film thickness for the intermediate coat shall be 3.5-mils.
The minimum dry film thickness for the top coat shall be 1.0-mil.
If the specified number of coats does not produce a combined dry film thickness of
at least the sum of the thicknesses required per coat, the Contractor shall apply another
full coat of the top coat of paint. The dry film thickness shall not be thicker than the paint
manufacturer’s recommended maximum thickness.
6-07.3(9)E Surface Temperature Requirements Prior to Application of Paint
For application of the paint system, the temperature of the steel surface shall be
greater than 40°F and less than 115°F.
6-07.3(9)F Shop Surface cleaning and Preparation
A roughened surface profile shall be provided by an abrasive blasting procedure as
approved by the Engineer. The profile shall be 1-mil minimum or in accordance with the
paint manufacturer’s recommendations, whichever is greater. The entire steel surface to
be painted shall be cleaned to a near white condition in accordance with SSPC-SP 10 and
shall be in this condition immediately prior to paint application.
6-07.3(9)G Application of Shop Primer coat
After receiving the Engineer’s approval of the prepared surface, the primer shall be
applied so as to produce a uniform, even coating that has fully bonded with the metal.
Primer shall be applied with the spray nozzles and pressures recommended by the
manufacturer of the paint system, so as to attain the film thicknesses specified.
Top flange surfaces to be embedded in concrete shall receive a mist coat of the
specified primer. Welded shear connectors, if installed in the shop, shall not receive paint
except for incidental overspray. If the welded shear connectors are to be placed in the
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field, the area to be welded shall be prepared to SSPC-SP 11, power tool cleaning, just
prior to welding. After welding, the ground area and the weld shall be cleaned to SSPC-
SP 11 and primed.
The Contractor shall provide access to the steel to permit inspection as approved by
the Engineer. The access shall not mar or damage any freshly painted surfaces.
High-strength field bolts shall not be painted before erection.
6-07.3(9)h containment for Field coating
The Contractor shall use a containment system in accordance with Section
6-07.3(10)A.
6-07.3(9)I Application of Field coatings
All uncoated areas shall receive a field primer coat of an organic zinc paint selected
from the same approved paint system and paint manufacturer as the other paint for
the structure. The intermediate and top coats shall be applied in accordance with the
manufacturer’s written recommendations.
The minimum drying time between coats shall be as shown in the approved product
data sheets, but not less than 12-hours. The Contractor shall determine whether the paint
has cured sufficiently for proper application of succeeding coats.
The maximum time between intermediate and top coats shall be in accordance
with the manufacturer’s written recommendations. If the maximum time between coats
is exceeded, all newly coated surfaces shall be prepared to SSPC-SP 7, brush-off blast
cleaning, and shall be repainted with the same paint that was cleaned, at no additional
cost to the Contracting Agency.
Dry film thickness measurements will be made in accordance with Section
6-07.3(9)D.
All paint damage that occurs shall be repaired in accordance with the manufacturer’s
written recommendations and as approved by the Engineer. On bare areas or areas of
insufficient primer thickness, the repair shall include the application of the field-applied
organic zinc primer system, and the final two coats of the paint system. On areas where
the primer is at least equal to the minimum required dry film thickness, the repair
shall include the application of the final two coats of the paint system. All paint repair
operations shall be performed by the Contractor at no additional cost or time to the
Contracting Agency.
6-07.3(10) Painting Existing Steel Structures
Painting existing steel structures includes providing containment, cleaning,
preparing the surface, painting metal surfaces, and disposal of generated waste.
Painting of existing steel structures shall be done in the following sequence:
1. Containment.
2. Bird guano, fungus, and vegetation removal.
3. Dry cleaning.
4. Surface preparation.
5. Treatment of pack rust and gaps.
6. Paint system application.
6-07.3(10)A containment
The containment system shall be in accordance with SSPC Technology Guide No.
6, Guide for Containing Surface Preparation Debris Generated During Paint Removal
Operations Class 2. The Contractor shall protect the surrounding environment from all
debris or damage resulting from the Contractor’s operations.
2010 Standard Specifications M 41-10 Page 6-159
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The containment length shall not exceed the length of a span (defined as pier to
pier). The containment system shall not cause any damage to the existing structure. All
clamps and other attachment devices shall be padded or designed such that they shall
not mark or otherwise damage the steel member to which they are attached. All clamps
and other attachment devices shall be fully described in the Contractor’s painting plan
submittal as approved by the Engineer. Field-welding of attachments to the existing
structure will not be allowed. The Contractor shall not drill holes into the existing
structure or through existing structural members except as shown in the Contractor’s
painting plan submittal as approved by the Engineer. All provisions for dust collection,
ventilation, and auxiliary lighting within the containment system shall be fully described
in the Contractor’s painting plan submittal as approved by the Engineer.
The containment system shall be capable of being removed rapidly in case of high
winds. The Engineer will make the final determination on whether operations shall cease.
Emissions shall be limited to the Level 2 Emissions standard in SSPC Technology
Guide No. 6, Section 5.5, and assessed by Method A, Visible Emissions. If failure to the
containment system occurs or if signs of failure to the containment system are present,
the Contractor shall stop work immediately. Work shall not resume until the failure has
been corrected to the satisfaction of the Engineer.
The containment system shall not be removed until all cleaned and painted surfaces
have been inspected and approved by the Engineer.
Prior to beginning work each day, all containment systems shall be inspected
by the Contractor to verify they are in place and functioning properly. Any necessary
maintenance to restore full function shall be completed prior to beginning work.
6-07.3(10)B Bird Guano, Fungus, and Vegetation Removal
Bird guano and bird nesting materials shall be removed in the dry. Following dry
removal, the Contractor shall apply a treatment solution in accordance with Section
9-08.5(1), followed by hand-scrubbing and rinsing with water in accordance with
Section 9-08.5(3). The bird guano, bird nesting materials, and treatment solution shall be
contained and collected.
The Contractor shall treat all areas of fungus growth and vegetative growth. The
Contractor shall apply a treatment solution in accordance with Section 9-08.5(2) to the
fungus areas for a period recommended by the solution manufacturer or as specified by
the Engineer, but in no case less than 5-minutes. The fungus, vegetative growth, and
treatment solution shall be contained and collected.
Bird guano, bird nesting materials, fungus, and vegetative growth shall be disposed
of at a land disposal site approved by the Engineer. The Contractor shall provide the
Engineer with one copy of the disposal receipt, which shall include a description of the
disposed material.
6-07.3(10)c Dry cleaning
Dry cleaning shall include removal of accumulated dirt and debris on the surfaces to
be painted. Collected dirt and debris shall be disposed of at a land disposal site approved
by the Engineer. The Contractor shall provide the Engineer with one copy of the disposal
receipt, which shall include a description of the disposed material
6-07.3(10)D Surface Preparation Prior to Overcoat Painting
The Contractor shall remove any visible oil, grease, and road tar in accordance with
SSPC SP 1.
Following any preparation by SSPC-SP1, all steel surfaces to be painted shall be
prepared in accordance with either SSPC-SP 12 WJ-4/LP WC water jetting surface
cleaning or SSPC-SP 7, brush-off blast cleaning. Surfaces inaccessible to water jetting
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6-07 PAINTING
or brush-off blast shall be prepared in accordance with SSPC-SP 15, commercial grade
power tool cleaning, as allowed by the Engineer.
Following water jetting or brush-off blast cleaning, the Contractor shall perform
spot abrasive blast cleaning in accordance with SSPC-SP 6, commercial blast cleaning.
Spot abrasive blast cleaning shall be performed in such a manner that the adjacent
areas of work are protected from damage. Areas exhibiting coating failure down to the
steel substrate, and those exhibiting visible corrosion, shall be prepared down to clean
bare steel in accordance with SSPC-SP 6. Exposed steel areas that have an average
exposed diameter of less than 1½-inches and no other similar area closer than 4-inches
do not require spot abrasive blast cleaning or edge feathering unless required by the
Engineer. The Contractor shall provide a sharp angular surface profile by an abrasive
blasting procedure as approved by the Engineer. The profile shall be 1-mil minimum
or in accordance with the paint manufacturer’s recommendations, whichever is greater.
For small areas, as allowed by the Engineer, the Contractor may substitute cleaning in
accordance with SSPC-SP 11, power tool cleaning. The prepared area shall extend at least
2-inches into adjacent tightly adhering, intact coating.
Following spot abrasive blast cleaning of exposed steel surfaces, edges of tightly
adherent coating remaining shall be feathered so that the recoated surface has a smooth
appearance. Water jetting shall be performed with water conforming to Section 9-08.5(3).
Immediately prior to painting, the Contractor shall clean all steel surfaces and staging
areas with dry, oil-free compressed air conforming to ASTM D 4285.
6-07.3(10)E Surface Preparation – Full Paint Removal
For structures where full removal of existing paint is specified, all steel surfaces
to be painted shall be prepared in accordance with SSPC-SP 10, near-white metal blast
cleaning. Surfaces inaccessible to near-white metal blast cleaning shall be prepared
in accordance with SSPC-SP 11, power tool cleaning to bare metal, as allowed by the
Engineer.
6-07.3(10)F collecting, Testing, and Disposal of containment Waste
The sealed waste containers shall be labeled as required by State and Federal laws.
All confined materials shall be collected and secured in sealed containers at the end of
each shift or daily at a minimum to prevent the weight of the confined materials from
causing failure to the containment system. The sealed waste containers shall be stored in
accordance with Section 1-06.4, the painting plan as approved by the Engineer, and the
following requirements:
1. The containers shall be stored on an impermeable surface that accommodates
sweeping or vacuuming.
2. Landside storage of the containers shall be at an elevation above the ordinary
high water level (OHWL) elevation. The container storage area shall not be in a
stormwater runoff course and shall not be in an area of standing water.
3. The container storage area shall be a fenced, secured site, separate from the
storage facilities for paint materials and paint equipment.
4. The containers shall not be stored at the on-site landside storage site for longer
than 90-calendar days.
All material collected by and removed from the containment system shall be taken
to a landside staging area, provided by the Contractor and approved by the Engineer, for
further processing and storage prior to transporting for disposal. Handling and storage of
material collected by and removed from the containment system shall conform to Section
1-06.4. Storage of containment waste materials shall be in a facility separate from the
storage facilities used for paint materials and paint equipment.
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Containment waste is defined as all paint chips and debris removed from the steel
surface and all abrasive blast media, as contained by the containment system. After
all waste from the containment system has been collected, the Contractor shall have a
minimum of three samples of the wastes tested by an accredited analytical laboratory.
Each sample shall be taken from a different storage container unless directed otherwise
by the Engineer.
The debris shall be tested for metals using the Toxicity Characteristics Leaching
Procedure (TCLP) and EPA Methods 1311 and 6010. At a minimum, the materials to be
analyzed shall include Arsenic, Barium, Cadmium, Chromium Coppers, Lead, Mercury,
Selenium, and Silver.
If the average of the tested samples is at or above all threshold limits as stated in
the Dangerous Waste Regulation, Chapter 173-303 WAC, the containment waste will
be designated as “Dangerous Waste” and shall be disposed of at a permitted hazardous
waste repository. If the average of the tested samples is below the threshold limits, the
containment waste will be designated as “Solid Waste” and shall be disposed of at a
permitted sanitary landfill that will accept the waste. Disposal shall be in accordance
with Chapter 173-303 WAC for waste designated “Dangerous Waste” or “Extremely
Hazardous Waste” and in accordance with Chapter 173-304 WAC for waste designated
as “Solid Waste.”
The Contractor shall supply two copies of the transmittal documents or bill of lading
listing the waste material shipped from the construction site to the waste disposal site.
One copy of the shipment list shall show the signature of the Engineer and shall have the
waste site operator’s confirmation for receipt of the waste.
In the event that the containment wastes are designated as “Dangerous Wastes” or
“Extremely Hazardous Waste” under Chapter 173-303 WAC, the Contracting Agency will
provide to the Contractor the appropriate EPA identification number.
Unless noted otherwise, a waste site will not be provided by the Contracting Agency
for the disposal of excess materials and debris.
The Contractor shall submit one copy of all TCLP results to the Engineer.
The Contractor shall submit waste disposal documentation to the Engineer within
15-working days of each disposal. This documentation shall include the quantity and type
of waste disposed of with each disposal shipment.
6-07.3(10)G Treatment of Pack Rust and Gaps
Pack rust is defined as the condition where two or more pieces of steel fastened
together by rivets or bolts have been pressed apart by crevice corrosion caused by the
build-up of corrosion products at the interface of the steel pieces.
Pack rust forming a gap between steel surfaces of 1/16-inch or greater shall be cleaned
to a depth of one half of the gap width, up to a maximum of ¼-inch. The cleaned gap
shall be treated with rust penetrating sealer and caulked to form a watertight seal along
the top edge and the two sides of the steel pieces involved, using the rust penetrating
sealer and caulk as approved by the Engineer. The bottom edge or lowest edge of the steel
pieces involved shall not be caulked.
The type of rust penetrating sealer and caulk used shall be compatible with the paint
system used and shall be applied in accordance with the rust penetrating sealer and caulk
manufacturer’s instructions.
When caulking joints where only one steel piece edge is exposed, a fillet of caulk
shall be formed that is not less than ⅛-inch or the width of the pack rust gap. The fillet is
not required where there is no separation of the steel pieces due to pack rust.
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6-07 PAINTING
At locations where gaps between steel surfaces exceed ¼-inch, the Contractor shall
fill the gap with foam backer rod material and sealant as approved by the Engineer. The
foam backer rod material shall be of sufficient diameter to fill the crevice or gap. The
Contractor shall apply sealant over the foam backer rod material to form a watertight seal.
6-07.3(10)h Paint System
The paint system applied to new steel surfaces shall consist of the following five-
coat system:
Primer Stripe Coat: Section 9-08.1(2)F
Primer Coat: Section 9-08.1(2)F
Intermediate Stripe Coat: Section 9-08.1(2)G
Intermediate Coat: Section 9-08.1(2)G
Top Coat: Section 9-08.1(2)H
The Contractor shall select a primer coat, intermediate coat, and top coat from the
approved products listed in the current Qualified Products List. Once a paint system has
been selected, all paints in that system shall be from the same manufacturer. Only one
paint system from a singular manufacturer shall be used throughout the project unless
otherwise approved in writing by the Engineer. The Contractor shall not change to a
different paint system once the initial paint system has been applied to any portion of the
bridge unless otherwise approved in writing by the Engineer.
6-07.3(10)I Paint color
Each successive full coat shall be a contrasting color to the previously applied
full coat. Stripe coat colors may match the full coats. The color of the top coat shall be
as specified in the Plans or Special Provisions and shall conform to Section 9-08.1(8).
Tinting shall occur at the factory at the time of manufacture and placement in containers,
prior to initial shipment. Application site tinting will not be allowed except as otherwise
approved by the Engineer.
6-07.3(10)J Mixing and Thinning Paint
The Contractor shall thoroughly mix paint by mechanical means to ensure a uniform
composition. Paint shall not be mixed by means of air stream bubbling or boxing. Paint
shall be mixed in the original containers and mixing shall continue until all pigment or
metallic powder is in suspension. Care shall be taken to ensure that the solid material
that has settled to the bottom of the container is thoroughly dispersed. After mixing, the
Contractor shall inspect the paint for uniformity and to ensure that no unmixed pigment
or lumps are present.
Catalysts, curing agents, hardeners, initiators, or dry metallic powders that are
packaged separately may be added to the base paint in accordance with the paint
manufacturer’s written recommendations and only after the paint is thoroughly mixed
to achieve a uniform mixture with all particles wetted. The Contractor shall then add the
proper volume of curing agent to the correct volume of base and mix thoroughly. The
mixture shall be used within the pot life specified by the manufacturer. Unused portions
shall be discarded at the end of each work day.
The Contractor shall not add additional thinner at the application site except as
approved by the Engineer. The amount and type of thinner, if allowed, shall conform to
the manufacturer’s specifications.
When recommended by the manufacturer, the Contractor shall constantly agitate
paint during application by use of paint pots equipped with mechanical agitators.
The Contractor shall strain all paint after mixing to remove undesirable matter, but
without removing the pigment or metallic powder.
Paint shall be stored and mixed in a secure, contained location to eliminate the
potential for spills into State waters and onto the ground and highway surfaces.
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6-07.3(10)k coating Thickness
The minimum wet film thickness of each coat (primer, intermediate, top, and all
stripe coats) shall be sufficient to achieve a dry film thickness of at least 3.0-mils.
If the specified number of coats does not produce a combined dry film thickness of
at least the sum of the thicknesses required per coat, the Contractor shall apply another
full coat of the top coat of paint. The dry film thickness shall not be thicker than the paint
manufacturer’s recommended maximum thickness.
Film thickness, wet and dry, will be measured by gages conforming to Section
6-07.3(8)A. Wet measurements will be taken immediately after the paint is applied. Dry
measurements will be taken after the coating is dry and hard.
Each painter shall be equipped with a wet film thickness gage and shall be
responsible for performing frequent checks of the paint film thickness throughout
application.
Coating thickness measurements may be made by the Engineer after the application
of each coat and before the application of the succeeding coat. In addition, the Engineer
may inspect for uniform and complete coverage and appearance. One hundred-percent
of all thickness measurements shall be the minimum wet film thickness specified in this
Section. Wet film thickness measurements will be made in accordance with ASTM D
4414. In areas where wet film thickness measurements are impractical, dry film thickness
measurements will be made as specified in Section 6-07.3(8)A.
If thickness measurements or visual inspection of coverage do not meet the specified
minimum, the Contractor shall make additional applications, as necessary, to achieve
thickness and coverage requirements. If a question arises about an individual coat
thickness or coverage, it will be verified by the use of a Tooke gage in accordance with
ASTM D 4138. If the Tooke gage shows a coat thickness to be less than a minimum dry
film thickness of 3.0-mils or indicates a missing intermediate coat, the total paint system
will be rejected, even if the thickness of the total system equals or exceeds the total
thickness specified.
6-07.3(10)l Environmental condition Requirements Prior to Application of Paint
Paint shall be applied only during periods when:
1. Air temperature and paint temperature are between 35°F and 115°F.
2. Steel surface temperature is between 35°F and 115°F.
3. Steel surface does not show wet drops and is not wet.
4. Relative humidity is within the manufacturer’s recommended range.
5. The anticipated ambient temperature will remain above 35°F during the paint
drying period.
Application will not be allowed if conditions are not favorable for proper application
and performance of the paint.
Paint shall not be applied when weather conditions are unfavorable to proper curing.
If a paint system manufacturer’s recommendations allow for application of a paint under
environmental conditions other than those specified, the Contractor shall submit a letter
from the paint manufacturer specifying the environmental conditions under which the
paint can be applied. Application of paint under environmental conditions other than
those specified in this Section will not be allowed without the Engineer’s approval.
6-07.3(10)M Steel Surface condition Requirements Prior to Application of Paint
The steel surface to be painted shall be free of moisture, dirt, dust, grease, oil, loose,
peeling or, chalky paint, abrupt paint edges, salts, rust, mill scale, and other foreign
matter and substances that would prevent the bond of the succeeding application. The
Contractor shall protect freshly painted surfaces from contamination by abrasives, dust,
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or foreign materials from any other source. The Contractor shall prepare contaminated
surfaces to the satisfaction of the Engineer before applying additional paint.
Prepared surfaces shall be kept clean at all times, before painting and between coats.
Edges of existing paint shall be feathered in accordance with SSPC-PA 1, Note 16.9.
6-07.3(10)N Field coating Application Methods
The Contractor shall apply paint materials by air or airless spray, brush, roller, any
combination of these methods, or as recommended by the paint manufacturer, unless
otherwise specified. Spray application of the paint shall be accomplished with spray
nozzles and at pressures as recommended by the paint manufacturer to ensure application
of paint at the specified film thickness. Regardless of the primary paint application
method, the Contractor shall use brushes to apply the stripe coat, to ensure complete
coverage around structural geometric irregularities and to push the paint into gaps
between existing steel surfaces and around rivets and bolts. All application techniques
shall conform to Section 7, SSPC-PA 1. Painters using brushes shall work from pails
containing a maximum of 2-gallons of paint. This is intended to minimize the impact of
any spill.
6-07.3(10)O Applying Field coatings
The first coat shall be a primer stripe coat applied to steel surfaces cleaned to bare
metal and defined to receive a stripe coat. The second coat shall be a primer coat applied
to all steel surfaces cleaned to bare metal. The third coat shall be an intermediate stripe
coat applied to steel surfaces defined to receive a stripe coat. The fourth coat shall be an
intermediate coat. The fifth coat shall be the top coat. The intermediate (fourth) and top
(fifth) coats shall encapsulate the entire surface area of the structure members specified
to be painted.
Prior to the application of paint, the Contractor shall clean the bridge deck surface
for the purpose of dust control.
During painting operations the Contractor shall furnish, install, and maintain drip
tarps below the areas to be painted to contain all spilled paint, buckets, brushes, and other
deleterious material, and prevent such materials from reaching the environment below or
adjacent to the structure being painted. Drip tarps shall be absorbent material and hung
to minimize puddling.
In addition to the requirements of the Specifications, paint application shall
conform to:
1. The best practices of the trade.
2. The written recommendations of the paint manufacturer.
3. All applicable portions of the SSPC-PA 1.
No primer paint shall be applied to any surface until the surface has been inspected
and approved by the Engineer. Any area to which primer paint has been applied without
the Engineer’s inspection and approval will be considered improperly cleaned. The
unauthorized application shall be completely removed and the entire area recleaned to the
satisfaction of the Engineer. After the area has been recleaned, inspected, and approved,
the Contractor may again initiate the painting sequence. No additional compensation or
extension of time in accordance with Section 1-08.8 will be allowed for the removal of
any unauthorized paint application and recleaning of the underlying surface.
All steel surfaces cleaned to bare metal by abrasive blast cleaning shall receive
the primer coat within the same working day as the completion of the abrasive blast
cleaning and before any rust begins to form. Each successive coat shall be applied as
soon as possible over the previous coat, accounting for drying time of the preceding coat,
weather, atmospheric temperature and other environmental conditions, and the paint
manufacturer’s recommendations. Each coat shall be dry before recoating and shall be
2010 Standard Specifications M 41-10 Page 6-165
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sufficiently cured so that succeeding or additional coats may be applied without causing
damage to the previous coat. Recoat times shall be as shown in the paint manufacturer’s
recommendations, but not less than 12-hours. Revision of recoat times to other than
recommended by the paint manufacturer requires the approval of the Engineer. If the
maximum time between coats is exceeded, all affected areas shall be prepared to SSPC-
SP 7, brush-off blast cleaning, and recoated with the Contract-specified system at no
additional expense or time to the Contracting Agency.
Each coat shall be applied in a uniform layer, completely covering the preceding
coat. Individual coats shall be tinted a sufficiently different shade so that each coat can be
easily detected. The Contractor shall correct runs, sags, skips, or other deficiencies before
application of succeeding coats. Such corrective work may require recleaning, application
of additional paint, or other means as determined by the Engineer, at no additional cost to
the Contracting Agency.
If fresh paint is damaged by the elements, the Contractor shall replace or repair the
paint to the satisfaction of the Engineer at no additional cost to the Contracting Agency.
Prior to applying the primer or intermediate coats, the Contractor shall apply a
primer or intermediate stripe coat, respectively, on all edges, corners, seams, crevices,
interior angles, junction of joint members, rivet or bolt heads, nuts and threads, weld
lines, and any similar surface irregularities. The full primer coat may be applied prior
to the primer stripe coat to prevent flash rusting of the cleaned surfaces, if approved by
the Engineer. The coverage of each stripe coat shall extend at least 1-inch beyond the
irregular surface. The stripe coat shall be of sufficient thickness to completely hide the
surface being covered and shall be followed as soon as feasible by the application of the
primer or intermediate coat to its specified thickness.
If the primer coat leaves unsealed cracks or crevices, these shall be sealed with
single-component urethane sealant conforming to Section 9-08.7 (applied in accordance
with the manufacturer’s recommendations) before the intermediate coat is applied.
The Contractor shall correct paint deficiencies before application of succeeding
coats. Such corrective work may require recleaning, application of additional paint, or
other corrective measures in accordance with the paint manufacturer’s recommendations
and as specified by the Engineer. Such corrective work shall be completed at no
additional expense or time to the Contracting Agency.
Each application of primer stripe, primer, intermediate stripe, intermediate, and
top coat shall be considered as separately applied coats, including for the purposes of
film thickness and coverage requirements. The Contractor shall not use a preceding
or subsequent coat to remedy a deficiency in another coat. The Contractor shall apply
the top coat to at least the minimum specified top coat thickness, to provide a uniform
appearance and consistent finish coverage, even if the total thickness of the prime and
intermediate coats is found to exceed the specified total thickness for the primer and
intermediate coats.
If roadway or sidewalk planks lie so close to the metal that they prevent proper
cleaning and painting, the Contractor shall remove or cut the planks to provide at least
a 1-inch clearance. Any plank removal or cutting shall be done as approved by the
Engineer. The Contractor shall replace all planks after painting. If removal breaks or
damages the planks and makes them unfit for reuse, the Contractor shall replace them at
no expense to the Contracting Agency.
6-07.3(10)P Field coating Repair
Paint repair shall conform to SSPC-PA 1. Repair areas shall be cleaned of all
damaged paint and the system reapplied using all coats typical to the paint system. Each
coat shall be thoroughly dry before applying subsequent coats. Paint repair shall be in
accordance with the paint manufacturer’s recommendations and as approved by the
Page 6-166 2010 Standard Specifications M 41-10
6-07 PAINTING
Engineer. All paint repair operations shall be performed by the Contractor at no additional
cost or time to the Contracting Agency.
6-07.3(10)Q cleanup
Cleaning of equipment shall not be done in State waters nor shall resultant cleaning
runoff be allowed to enter State waters. No paint cans, lids, brushes, or other debris
shall be allowed to enter State waters. Solvents, paints, paint sludge, cans, buckets, rags,
brushes, and other waste associated with this project shall be collected and disposed of
off-site. Paint products, petroleum products, or other deleterious material shall not be
wasted into, or otherwise enter, State waters as a result of project activities.
Cleanup of the project site shall conform to Sections 1-04.11 and 6-01.12
6-07.3(11) Painting or Powder coating of Galvanized Surfaces
Galvanized surfaces specified to be coated after galvanizing shall receive either paint
in accordance with Section 6-07.3(11)A or powder coating in accordance with Section
6-07.3(11)B. The color of the finish coat shall be as specified in the Special Provisions.
6-07.3(11)A Painting of Galvanized Surfaces
All galvanized surfaces receiving paint shall be prepared for painting in accordance
with the ASTM D 6386. The method of preparation shall be as agreed upon by the paint
manufacturer and the galvanizer. The Contractor shall not begin painting until receiving
the Engineer’s approval of the prepared galvanized surface.
Environmental Conditions
Steel surfaces shall be:
• Greater than 35ºF and
• Less than 115ºF
or in accordance with the manufacturer’s recommendations, whichever is more
stringent.
The Contractor shall paint the dry surface as follows:
Paint Type Name
First Coat Section 9-08.1(2)E Epoxy polyamide
Second Coat Section 9-08.1(2)H Moisture-cured aliphatic polyurethane
Each coat shall be dry before the next coat is applied. All coats applied in the shop
shall be dried hard before shipment.
6-07.3(11)B Powder coating of Galvanized Surfaces
Powder coating of galvanized surfaces shall conform to the following requirements:
Submittals
The Contractor shall submit the following information to the Engineer for approval:
1. The name, location, and contact information (mail address, phone, and e-mail)
for the firm performing the powder coating operation.
2. Quality control (QC) programs established and followed by the firm performing
the powder coating operation. Forms to document inspection and testing of
coatings as part of the QC program shall be included in the submittal.
3. Project-specific powder coating plan, including identification of the powder
coating materials used (and manufacturer), and specific cleaning, surface
preparation, preheating, powder coating application, curing, shop and field
coating repair, handling, and storage processes to be taken for the assemblies
being coated for this project.
2010 Standard Specifications M 41-10 Page 6-167
PAINTING 6-07
4. Product data and MSDS sheets for all powder coating and coating repair
materials.
Galvanizing
Prior to the galvanizing operation, the Contractor shall identify to the galvanizer the
specific assemblies and surfaces receiving the powder coating after galvanizing, to ensure
that the galvanizing method used on these assemblies is compatible with subsequent
application of a powder coating system. Specifically, such assemblies shall neither be
water-quenched nor receive a chromate conversion coating as part of the galvanizing
operation.
Galvanized Surface Cleaning and Preparation
Galvanized surfaces receiving the powder coating shall be cleaned and prepared for
coating in accordance with ASTM D 6386, and the project-specific powder coating plan
as approved by the Engineer.
Assemblies conforming to the ASTM D 6386 definition for newly galvanized steel
shall receive surface smoothing and surface cleaning in accordance with ASTM D 6386,
Section 5, and surface preparation in accordance with ASTM D 6386, Section 5.4.1.
Assemblies conforming to the ASTM D 6386 definition for partially weathered
galvanized steel shall be checked and prepared in accordance with ASTM D 6386,
Section 6, before then receiving surface smoothing and surface cleaning in accordance
with ASTM D 6386, Section 5, and surface preparation in accordance with ASTM
D 6386, Section 5.4.1.
Assemblies conforming to the ASTM D 6386 definition for weathered galvanized
steel shall be prepared in accordance with ASTM D 6386, Section 7 before then receiving
surface smoothing and surface cleaning in accordance with ASTM D 6386, Section 5,
and surface preparation in accordance with ASTM D 6386, Section 5.4.1.
The Contractor shall notify the Engineer of all surface cleaning and preparation
activities and shall provide the Engineer opportunity to perform quality assurance
inspection, in accordance with Section 1-05.6, at the completion of surface cleaning and
preparation activities prior to beginning powder coating application.
Powder Coating Application and Curing
After surface preparation, the two-component powder coating shall be applied
in accordance with the powder coating manufacturer’s recommendations, the project-
specific powder coating plan as approved by the Engineer, and as follows:
1. Preheat. The preheat shall be sufficient to prevent pinholes from forming in the
finished coating system.
2. Apply the epoxy primer coat, followed by a partial cure.
3. Apply the polyester finish coat, followed by the finish cure.
Testing
The firm performing the powder coating operation shall conduct, or make
arrangements for, QC testing on all assemblies receiving powder coating for this project,
in accordance with the powder coating firm’s QC program as documented in item 2 of the
Submittal subsection above. Testing may be performed on coated surfaces of production
fabricated items, or on a representative test panel coated alongside the production
fabricated items being coated. There shall be a minimum of one set of tests representing
each cycle of production fabricated items coated and cured. Additional tests shall be
performed at the request of the Engineer. Repair of damaged coatings on production
fabricated items shall be the responsibility of the firm applying the powder coating, and
shall be in accordance with the project-specific powder coating plan as approved by the
Engineer. At a minimum, the QC testing shall test for the following requirements:
Page 6-168 2010 Standard Specifications M 41-10
6-07 PAINTING
1. Visual inspection for the presence of coating holidays and other unacceptable
surface imperfections.
2. Coating thickness measurement in accordance with Section 6-07.3(5). The
minimum thickness of the epoxy primer coating and polyester finish coating
shall be 3-mils each.
3. Hardness testing in accordance with ASTM D 3363, with the finish coat
providing a minimum hardness value of H.
4. Adhesion testing in accordance with ASTM D 4541 for 400-psi minimum
adhesion for the complete two-component coating system.
5. Powder Coating Institute (PCI) #8 recommended procedure for solvent
cure test.
The results of the QC testing shall be documented in a QC report and submitted
to the Engineer for approval.
The Engineer shall be provided notice and access to all assemblies at the powder
coating facility for the purposes of Contracting Agency acceptance inspection, including
notice and access to witness all hardness and adhesion testing performed by the firm
conducting the QC testing, in accordance with Section 1-05.6.
Assemblies not meeting the above requirements will be subject to rejection by the
Engineer. Rejected assemblies shall be repaired or recoated by the Contractor, at no
additional expense to the Contracting Agency, in accordance with the project-specific
powder coating plan as approved by the Engineer, until the assemblies satisfy the
acceptance testing requirements.
Assemblies shall not be shipped from the powder coating firm’s facility to the
project site until the Contractor receives the Engineer’s approval of the QC Report and
assembly inspection performed by the Engineer.
Coating Protection for Shipping, Storage, and Field Erection
After curing and acceptance, the Contractor shall protect the coated assemblies with
multiple layers of bubble wrap or other protective wrapping materials specified in the
project-specific powder coating plan as approved by the Engineer.
During storage and shipping, each assembly shall be separated from other
assemblies by expanded polystyrene spacers and other spacing materials specified in the
project-specific powder coating plan as approved by the Engineer.
After erection, all coating damage due to the Contractor’s shipping, storage,
handling, and erection operations shall be repaired by the Contractor, at no additional
expense to the Contracting Agency, in accordance with the project-specific powder
coating plan as approved by the Engineer. The Contractor shall provide the Engineer
access to all locations of all powder-coated members for verification of coating conditions
prior to and following all coating repairs.
6-07.3(12) Painting Ferry Terminal Structures
Ferry terminal structures shall be painted as specified in the Special Provisions.
6-07.3(13) Painting Timber Structures
Timber structures shall be painted as specified in the Special Provisions.
6-07.4 Measurement
Cleaning, sealing, and caulking pack rust will be measured by the linear foot along
the edge of the steel connection interface cleaned, sealed, and caulked.
Spot abrasive blast cleaning of steel surfaces in accordance with Section
6-07.3(10)D will be measured by the square foot of surface area to be cleaned to bare
metal as specified by the Engineer.
2010 Standard Specifications M 41-10 Page 6-169
PAINTING 6-07
6-07.5 Payment
Payment will be made in accordance with Section 1-04.1 for each of the following
bid items that are included in the proposal:
“Cleaning and Painting - _____,” lump sum.
The lump sum contract price for “Cleaning and Painting – _____” shall be full pay
for performing the work as specified, including developing all submittals; arranging
for and accommodating contact and on-site attendance by the paint manufacturer’s
technical representative; furnishing and placing all necessary staging and rigging;
furnishing, operating, and mooring barges; furnishing and operating fixed and movable
work platforms; accommodating Contracting Agency inspection access; conducting
the Contractor’s quality control inspection program; providing material, labor, tools,
and equipment; collecting and storing containment waste; collecting, storing, testing,
and disposing of all containment waste not conforming to the definition in Section
6-07.3(10)F; performing all cleaning and preparation of surfaces to be painted; applying
all coats of paint and sealant; correcting coating deficiencies; completing coating repairs;
and completing project site cleanup.
Progress payments for “Cleaning and Painting – _____” will be made on a monthly
basis and will be based on the percentage of the total estimated area satisfactorily cleaned
and coated as determined by the Engineer. Payment will not be made for areas that do
not have the specified number of coats for the paint system used, nor for areas that are
complete but have repairs outstanding.
“Cleaning, Sealing, and Caulking Pack Rust,” per linear foot.
The unit contract price per linear foot for “Cleaning, Sealing, and Caulking Pack
Rust” shall be full pay for performing the work as specified, including cleaning out the
pack rust, preparing the gap for the rust penetrating sealer and caulk, and applying the
rust penetrating sealer and caulk.
“Spot Abrasive Blast Cleaning,” per square foot.
The unit contract price per square foot for “Spot Abrasive Blast Cleaning” shall
be full pay for performing the spot abrasive blast cleaning work in accordance with
Section 6-07.3(10)D.
“Containment of Abrasives,” lump sum.
The lump sum contract price for “Containment of Abrasives” shall be full payment
for all costs incurred by the Contractor in complying with the requirements as specified in
Section 6-07.3(10)A to design, construct, maintain, and remove containment systems for
abrasive blasting operations.
“Testing and Disposal of Containment Waste,” by force account as provided in
Section 1-09.6.
All costs in connection with testing containment waste, transporting containment
waste for disposal, and disposing of containment waste in accordance with Section
6-07.3(10)F will be paid by force account in accordance with Section 1-09.6. For the
purpose of providing a common proposal for all bidders, the Contracting Agency has
entered an amount for the item “Testing and Disposal of Containment Waste” in the bid
proposal to become part of the total bid by the Contractor.
Payment for painting new steel structures and painting or powder coating of
galvanized surfaces will be in accordance with Section 6-03.5. Painting of timber
structures will be in accordance with Section 6-04.5.
Page 6-170 2010 Standard Specifications M 41-10
6-08 WATERPROOFING
6-08 WATERPROOFING
6-08.1 Description
This Work shall consist of applying waterproofing materials to Portland cement
concrete surfaces as required by the Plans, these Specifications, or the Engineer. The
application of these waterproofing materials will not be required if a concrete admixture
meeting the requirements of 9-23.8 is used.
6-08.2 Materials
Materials shall meet the requirements of the following sections:
Asphalt for Waterproofing 9-11.1
Waterproofing Fabric 9-11.2
Mortar 9-20.4
Waterproofing Admixture 9-23.8
6-08.3 construction Requirements
6-08.3(1) Storage of Fabric
The fabric shall be stored in a dry, protected place. Rolls shall not be stored standing
on end.
6-08.3(2) Preparation of Surface
Concrete surfaces shall be reasonably smooth and without projections or holes that
might puncture the waterproofing membrane. The surfaces shall be dry, with all dust and
loose material removed. The Contractor shall not apply waterproofing in wet weather or
when the air temperature is below 35ºF unless the Engineer approves in writing.
6-08.3(3) Application of Waterproofing
Waterproofing asphalt shall be stirred frequently as it is heated to between 300ºF and
350ºF. Each heating kettle shall have a thermometer.
Each coat of primer or asphalt shall begin at the low point of the surface so that
water will run over (not against or along) the laps.
In applying the waterproofing, the Contractor shall:
1. Apply a coat of primer and let it dry before applying the first asphalt coat.
2. Mop hot asphalt on a band about 20-inches wide across the full length of the
surface.
3. Immediately roll a starter strip of half-width fabric into the asphalt, pressing it
into place to rid it of all air bubbles and to conform it closely to the surface.
4. Mop hot asphalt over the starter strip and an adjacent section of surface so that
the fresh asphalt forms a band slightly wider than the full width of the fabric.
5. Immediately roll a full-width strip of fabric into the fresh asphalt, pressing it
into place as before.
6. Mop hot asphalt on the latest strip and on an adjacent band of the surface
slightly wider than the full width of the fabric.
7. Immediately roll another strip of fabric into the asphalt, lapping the earlier strip
by at least 2-inches and pressing it into place as before.
8. Repeat steps 6 and 7 until the entire surface is covered.
9. Mop the entire surface with a final coating of hot asphalt.
2010 Standard Specifications M 41-10 Page 6-171
WATERPROOFING 6-08
The 3 complete moppings of asphalt shall ensure that no fabric layer ever touches
another fabric layer or the concrete surface. The Contractor shall examine all laps and
ensure that they are thoroughly sealed down.
Each mopping shall cover completely, with a coat heavy enough to hide the fabric
weave and all gray spots from the concrete. On horizontal surfaces, at least 12-gallons of
asphalt shall be used for every 100-square feet of finished Work. On vertical surfaces, at
least 15-gallons per 100-square feet shall be used.
At the end of each day’s Work, all fabric that was laid shall have received its final
mopping of asphalt.
Wherever the membrane ends or is punctured by drains, pipes, etc., the Contractor
shall seal the area to prevent water from entering between the waterproofing and the
concrete surface.
All flashing (at curbs, against girders, spandrel walls, etc.) shall be made of separate
sheets that lap the main membrane by at least 12-inches. Flashing shall be sealed closely:
(1) with full metal flashing, or (2) by imbedding its upper edges in a groove poured full of
an acceptable joint cement.
At each expansion joint, the membrane shall not be broken but shall be folded
to permit movement. At either end of the bridge, the membrane shall run well down
abutments and shall allow for expansion and contraction.
6-08.3(4) Protection course
If the Plans require, the Contractor shall place a layer of mortar conforming to
Section 9-20.4(3) mixed at a 1:2 cement/aggregate ratio at least 1½-inches thick over
the whole surface of the membrane just after it has cooled to air temperature. It shall be
distributed evenly over the membrane, tamped gently into place, finished by hand to a
smooth, hard surface, then covered and kept moist for 1 week.
6-08.4 Measurement
Measurement will be the number of square yards of the surface of the waterproofed
area.
6-08.5 Payment
Payment will be made in accordance with Section 1-04.1, for the following Bid item
when it is included in the Proposal:
“Waterproofing”, per square yard.
Waterproofing of construction joints not shown in the Plans shall be at the
Contractor’s expense.
Page 6-172 2010 Standard Specifications M 41-10
6-09 MODIFIED cONcRETE OVERlAyS
6-09 MODIFIED cONcRETE OVERlAyS
6-09.1 Description
This Work consists of scarifying concrete bridge decks, preparing and repairing
bridge deck surfaces designated and marked for further deck preparation, and placing,
finishing, and curing modified concrete overlays.
6-09.2 Materials
Materials shall meet the requirements of the following Sections:
Portland Cement 9-01.2(1)
Fine Aggregate 9-03.1(2)B
Coarse Aggregate 9-03.1(4)C
Mortar 9-20.4
Burlap Cloth 9-23.5
Admixtures 9-23.6
Fly Ash 9-23.9
Microsilica Fume 9-23.11
Water 9-25.1
Portland cement shall be either Type I or Type II. Type III portland cement will not
be allowed.
Fine aggregate shall be Class 1. Coarse aggregate shall be AASHTO grading No. 7
or No. 8.
Fly ash shall be Class F only.
Microsilica admixture shall be either a dry powder or a slurry admixture. Microsilica
will be accepted based on submittal to the Engineer of a Manufacturer ’s Certificate of
Compliance conforming to Section 1-06.3. If the microsilica is a slurry admixture, the
microsilica content of the slurry shall be certified as a percent by mass.
Latex admixture shall be a non-toxic, film-forming, polymeric emulsion in water
to which all stabilizers have been added at the point of manufacture. The latex admixture
shall be homogeneous and uniform in composition, and shall conform to the following:
Polymer Type Styrene Butadiene
Stabilizers:
Latex Non-ionic surfactants
Portland Cement Polydimethyl siloxane
Percent Solids 46.0 to 49.0
Weight per Gallon 8.4-pounds at 77ºF
Color White
PH (as shipped) 9 minimum
Freeze/Thaw Stability 5-cycles (5ºF to 77ºF)
Shelf Life 2-years minimum
Latex admixture will be accepted based on submittal to the Engineer of a
Manufacturer’s Certificate of Compliance conforming to Section 1-06.3.
High Molecular Weight Methacrylate (HMWM) resin for crack and joint sealing
shall conform to the following:
Viscosity <25 cps (Brookfield RVT with UL adaptor,
50-rpm at 77F)… California Test 434
Density 8.5 to 8.8-pounds per gallon at 77°F…
ASTM D 2849
Flash Point >200°F, PMCC (Pinsky-Martens CC)
Vapor Pressure <0.04-inches Hg at 77°F, ASTM D 323
Tg (DSC) >136°F, ASTM D 3418
Gel Time 60-minutes minimum
2010 Standard Specifications M 41-10 Page 6-173
MODIFIED cONcRETE OVERlAyS 6-09
The promoter/initiator system for the methacrylate resin shall consist of a metal drier
and peroxide.
Sand for abrasive finish shall be crushed sand, oven dried, and stored in moisture
proof bags. The sand shall conform to the following gradation:
Sieve Size Percent Passing
Minimum Maximum
No. 10 98 100
No. 16 55 75
No. 20 30 50
No. 30 8 25
No. 50 0 5
No. 100 0 3
All percentages are by weight.
6-09.3 construction Requirements
6-09.3(1) Equipment
6-09.3(1)A Power Driven hand Tools
Power driven hand tools may be used for concrete scarification in areas not
accessible to scarification machines, and for further deck preparation Work, except for
the following:
1. Jack hammers more forceful than the nominal 30-pound class.
2. Chipping hammers more forceful than the nominal 15-pound class.
The power driven hand tools shall be operated at angles less than 45-degrees as
measured from the surface of the deck to the tool.
6-09.3(1)B Rotary Milling Machines
Rotary milling machines shall have a maximum operating weight of 50,000-pounds
and conform to the requirements in Section 1-07.7.
6-09.3(1)c hydro-Demolition Machines
Hydro-demolition machines shall consist of filtering and pumping units operating
in conjunction with a remote-controlled robotic device, using high-velocity water jets
to remove ½-inch of sound concrete with the simultaneous removal of all deteriorated
concrete. Hydro-demolition machines shall also clean any exposed reinforcing steel of all
rust and corrosion products.
6-09.3(1)D Shot Blasting Machines
Shot blasting machines shall consist of a self-contained mobile unit, using
steel abrasive to remove ½-inch of sound concrete. The shot blasting machine shall
vacuum and store all material removed from the scarified concrete surface into a self-
contained unit.
6-09.3(1)E Air compressor
Air compressors shall be equipped with oil traps to eliminate oil from being blown
onto the roadway deck during sandblasting and air cleaning.
6-09.3(1)F Vacuum Machine
Vacuum machines shall be capable of collecting all dust, concrete chips,
freestanding water and other debris encountered while cleaning during deck preparation.
The machines shall be equipped with collection systems that allow the machines to be
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6-09 MODIFIED cONcRETE OVERlAyS
operated in air pollution sensitive areas and shall be equipped to not contaminate the deck
during final preparation for concrete placement.
6-09.3(1)G Water Spraying System
The water spraying system shall include a portable high-pressure sprayer with a
separate water supply of potable water. The sprayer shall be readily available to all parts
of the deck being overlaid and shall be able to discharge water in a fine mist to prevent
accumulation of free water on the deck. Sufficient water shall be available to thoroughly
soak the deck being overlaid and to keep the deck wet prior to concrete placement.
The Contractor shall certify that the water spraying system meets the following
requirements:
Pressure 2,200-psi minimum
Flow Rate 4.5-gpm minimum
Fan Tip 15° to 25° Range
6-09.3(1)H Mobile Mixer for Latex Modified Concrete
Proportioning and mixing shall be accomplished in self-contained, self-propelled,
continuous-mixing units conforming to the following requirements:
1. The mixer shall be equipped so that it can be grounded.
2. The mixer shall be equipped to provide positive measurement of the portland
cement being introduced into the mix. An approved recording meter, visible at
all times and equipped with a ticket printout, shall be used.
3. The mixer shall be equipped to provide positive control of the flow of water
and latex admixture into the mixing chamber. Water flow shall be indicated by
an approved flow meter with a minimum readability of ½-gallon per minute,
accurate to ± 1-percent. The water system shall have a bypass valve capable of
completely diverting the flow of water. Latex flow shall also be indicated by
an approved flow meter with a minimum readability of 2-gallons per minute,
accurate to ± 1-percent. The latex system shall be equipped with a bypass valve
suitable for obtaining a calibrated sample of admixture.
4. The mixer shall be equipped to be calibrated to automatically proportion and
blend all components of the specified mix on a continuous or intermittent basis
as required by the finishing operation, and shall discharge mixed material
through a conventional chute directly in front of the finishing machine.
Inspection of each mobile mixer shall be done by the Contractor in the presence of
the Engineer and in accordance with the following requirements:
1. Check the manufacturer’s inspection plate or mix setting chart for the
serial number, the proper operating revolutions per minute (rpm), and the
approximate number of counts on the cement meter to deliver 94-pounds
of cement.
2. Make a general inspection of the mobile mixer to ensure cleanliness and good
maintenance practices.
3. Check to see that the aggregate bins are empty and clean and that the bin
vibrators work.
4. Verify that the cement aeration system operates, that the vent is open, and that
the mixer is equipped with a grounding strap. Check the cement meter feeder
to ensure that all fins and pockets are clean and free from accumulated cement.
If the operator cannot demonstrate, through visual inspection, that the cement
meter feeder is clean, all cement shall be removed from the bin and the cement
meter feeder inspected. The aeration system shall be equipped with a gauge or
indicator to verify that the system is operating.
2010 Standard Specifications M 41-10 Page 6-175
MODIFIED cONcRETE OVERlAyS 6-09
5. Verify that the main belt is clean and free of any accumulated material.
6. Check the latex strainer to ensure cleanliness.
The initial calibration shall consist of the following items:
1. Cement Meter
a. Refer to the truck manufacturer’s mix setting chart to determine the
specified operating rpm and the approximate number of counts required on
the cement meter to deliver 94-pounds of cement.
b. Place at least 40-bags (about 4,000-pounds) of cement in the cement bin.
c. Ensure the mixer is resting on a level surface.
d. Ensure the mixer is grounded.
e. Adjust the engine throttle to obtain the specified rpm. Operate the unit,
discharging cement until the belt has made 1 complete revolution. Stop
the belt. Reset the cement meter to zero. Position a suitable container to
catch the cement and discharge approximately 1-bag of cement. With a
stopwatch, measure the time required to discharge the cement. Record the
number of counts on the cement meter and determine the weight of the
cement in the container. Repeat the process of discharging approximately
1- bag of cement until 6 runs have been made. Reset the cement meter to
zero for each run.
Example:
Run
No.
Cement
Counts
Weight of
Cement
Time In
Seconds
1 66 95 31
2 68 96 31.2
3 67 95.5 31.0
4 66 95 29.8
5 67 95.25 30.5
6 66 95 30.8
TOTAL 400 571.75 184.3
Pounds of cement per count on cement meter:
Weight of Cement
No. of Counts =571.75
400 = 1.43 LB./Count
Counts per bag (94-pounds):
94
1.43 = 65.7 Counts Bag
Pounds of cement discharged per second:
Weight of Cement
Time in Seconds =571.75
184.3 = 3.10 LB./SEC.
Required time to discharge 1-bag:
Time =94
3.10 = 30.32 SEC./Bag
2. Latex Throttling Valve
a. Check to be sure that the latex strainer is unobstructed.
b. The latex throttling valve shall be adjusted to deliver 3.5-gallons of
latex (29.4-pounds) for each bag of cement. From the above calculation
30.32-seconds are required to deliver 1-bag of cement.
Page 6-176 2010 Standard Specifications M 41-10
6-09 MODIFIED cONcRETE OVERlAyS
c. With the unit operating at the specified rpm, discharge latex into a
container for 30.3-seconds and determine the weight of latex. Continue
adjusting the valve until 29.4 to 29.5-pounds of latex is discharged in
30.3-seconds. Verify the accuracy of this valve setting 3-times.
3. Water Flow Meter
a. Set the water flow meter by adjusting it to flow at ½-gallon per minute.
b. Collect and weigh the water discharged during a 1-minute interval with the
equipment operating at the specified rpm. Divide the weight of water by
8.34 to determine the number of gallons.
c. Repeat Items a. and b., above, with the flow meter adjusted to 1½-gallons
per minute.
4. Aggregate Bin Gates
a. Set the gate openings to provide the amount of aggregate required to
produce concrete having the specified proportions.
b. Discharge a representative sample of the aggregates through the gates and
separate on the No. 4 sieve. Aggregates shall meet the requirements for
proportions in accordance with Section 6-09.3(3)E.
c. Adjust the gate openings if necessary to provide the proper ratio of fine
aggregate to total aggregate.
5. Production of Trial Mix
Each mobile mixer shall be operated to produce at least ½-cubic yard of
concrete, which shall be in compliance with these Specifications, prior to
acceptance of the mobile mixer for job use. The Engineer will perform yield,
slump, and air tests on the concrete produced by each mixer. Calibration of
each mobile mixer shall be done by the Contractor in the presence of the
Engineer. A complete calibration is required on each mixer on each concrete
placement unless, after the initial calibration, the personnel having the
responsibility of mixer calibration on subsequent concrete placement were
present during the initial calibration of the mixer and during the concrete
placement operations and are able to verify the dial settings of the initial
calibration and concrete placement.
If these criteria are met, a complete calibration need not be repeated provided that a
single trial run verifies the previous settings of the cement meter, latex throttling valve,
water flow meter, and aggregate gradations, and that the mixer has not left the project and
the Engineer is satisfied that a complete calibration is not needed.
6-09.3(1)I Ready Mix Trucks for Fly Ash Modified and Microsilica Modified
concrete
Ready mix trucks shall conform to Section 6-02.3(4)A.
6-09.3(1)J Finishing Machine
The finishing machine shall meet the requirements of Section 6-02.3(10) and the
following requirements:
The finishing machine shall be equipped with a rotating cylindrical double drum
screed not exceeding 60-inches in length preceded by a vibrating pan. The vibrating pan
shall be constructed of metal and be of sufficient length and width to properly consolidate
the mixture. The vibrating frequency of the vibrating pan shall be variable with positive
control between 3,000 and 6,000-rpm. A machine with a vibrating pan as an integral part
may be proposed and will be considered for approval by the Engineer. Other finishing
machines will be allowed subject to approval of the Engineer.
2010 Standard Specifications M 41-10 Page 6-177
MODIFIED cONcRETE OVERlAyS 6-09
6-09.3(2) Submittals
The Contractor shall submit the following items to the Engineer for approval in
accordance with Section 6-01.9:
1. The type of machine (rotary milling, hydro-demolition, or shot blasting)
selected by the Contractor for use in this project to scarify concrete surfaces.
2. The axle loads and axle spacing of the rotary milling machine (if used).
3. The Runoff Water Disposal Plan (if a hydro-demolition machine is used). The
Runoff Water Disposal Plan shall describe all provisions for the containment,
collection, filtering, and disposal of all runoff water and associated
contaminants and debris generated by the hydro-demolition process, including
containment, collection and disposal of runoff water and debris escaping
through breaks in the bridge deck.
4. The method and materials used to contain, collect, and dispose of all concrete
debris generated by the scarifying process, including provisions for protecting
adjacent traffic from flying debris.
5. The mix design for concrete Class M, and either fly ash modified concrete,
microsilica modified concrete, or latex modified concrete, as selected by the
Contractor for use in this project in accordance with Section 6-09.3(3).
6. Samples of the latex admixture and the portland cement for testing and
compatibility (if latex modified concrete is used).
7. Paving equipment Specifications and details of the screed rail support system,
including details of anchoring the rails and providing rail continuity.
The Contractor shall not begin scarifying operations until receiving the Engineer’s
approval of Items 1 through 4 as applicable for the Contractor’s scarifying method.
The Contractor shall not begin placing modified concrete overlay until receiving the
Engineer’s approval of Items 5 through 7 as applicable for the Contractor’s selected type
of modified concrete.
6-09.3(3) concrete Overlay Mixes
6-09.3(3)A General
For fly ash, microsilica, and latex modified concrete, the Contractor shall adjust
the slump to accommodate the gradient of the bridge deck, subject to the maximum
slump specified.
For fly ash and microsilica modified concrete, the maximum water/cement ratio shall
be calculated using all of the available mix water, including the free water in both the
coarse and fine aggregate, and in the microsilica slurry if a slurry is used.
For fly ash and microsilica modified concrete, all water reducing and air entraining
admixtures, and superplasticizers, shall be used in accordance with the admixture
manufacturer’s recommendations, and as approved by the Engineer.
6-09.3(3)B concrete class M
Concrete Class M for further deck preparation patching concrete shall be
proportioned in accordance with the following mix design:
Portland Cement 705-pounds
Fine Aggregate 1,280-pounds
Coarse Aggregate 1,650-pounds
Water/Cement Ratio 0.37 maximum
Air (± 1½-percent) 6-percent
Slump (± 1-inch) 5-inches
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The use of a water-reducing admixture conforming to AASHTO M 194 Type A
will be required to produce patching concrete with the desired slump, and shall be used
in accordance with the admixture manufacturer’s recommendations. Air entraining
admixtures shall conform to AASHTO M 154 and shall be used in accordance with the
admixture manufacturer’s recommendations. The use of accelerating admixtures or other
types of admixtures is not allowed.
6-09.3(3)C Fly Ash Modified Concrete
Fly ash modified concrete shall be a workable mix, uniform in composition and
consistency. Mix proportions per cubic yard shall be as follows:
Portland Cement 611-pounds
Fly Ash 275-pounds
Fine Aggregate 38-percent of total aggregate
Coarse Aggregate 62-percent of total aggregate
Water/Cement Ratio 0.30 maximum
Air (± 1½-percent) 6-percent
Slump 7-inches maximum
6-09.3(3)D Microsilica Modified Concrete
Microsilica modified concrete shall be a workable mix, uniform in composition and
consistency. Mix proportions per cubic yard shall be as follows:
Portland Cement 658-pounds
Microsilica Fume 52-pounds
Fine Aggregate 1,515-pounds
Coarse Aggregate 1,515-pounds
Water/Cement Ratio 0.33 maximum
Air (± 1½-percent) 6-percent
Slump 7-inches maximum
6-09.3(3)E Latex Modified Concrete
Latex modified concrete shall be a workable mix, uniform in composition and
consistency. Mix proportions per cubic yard shall be as follows:
Portland Cement 1.00 parts by weight
Fine Aggregate 2.40 to 2.75 parts by weight
Coarse Aggregate 1.75 to 2.00 parts by weight
Latex Admixture 3.50-gallons per bag of cement
Water/Cement Ratio 0.33 maximum
Air Content of Plastic Mix 6-percent maximum
Slump 7 inches maximum
The aggregates shall be proportioned such that the amount of aggregate passing the
No. 4 sieve is 65 ± 5-percent of the total aggregate (fine plus coarse). All calculations
shall be based on dry weights.
The moisture content of the fine aggregate and coarse aggregate shall be no more
than 3.0 and 1.0-percent, respectively, above the saturated surface dry condition.
The water limit for calculating the water/cement ratio shall include the added water,
the free water in the aggregates, and 52-percent of the latex admixture.
6-09.3(4) Storing and handling
6-09.3(4)A Aggregate
Aggregates shall be stored and handled in a manner to prevent variations of more
than 1.0-percent in moisture content of the stockpile.
For latex modified concrete, the moisture content of the aggregate at the time of
proportioning shall be as specified in Section 6-09.3(3)E.
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6-09.3(4)B latex Admixture
The admixture shall be kept in suitable containers that will protect it from freezing
and from exposure to temperatures in excess of 85ºF. Containers of the admixture
shall not be stored in direct sunlight for periods in excess of 10-days. When stored
in direct sunlight the top and sides of the containers shall be covered with insulating
blanket material.
Storage of the admixture may extend over a period greater than 10-days as long
as the conditions specified above are maintained and the latex admixture is agitated
or stirred once every 10-days. Stirring or agitation of the admixture shall be done
mechanically in accordance with the manufacturer’s recommendation and as approved
by the Engineer. If the ambient temperature is higher than 85ºF at any time during the
storage period, the admixture shall be covered by insulated blankets or other means that
will maintain the admixture temperature below 85ºF.
The admixture shall be strained through a Number 10 strainer at the time it is
introduced into the mixing tank from the storage containers.
6-09.3(4)c high Molecular Weight Methacrylate Resin (hMWM)
The HMWM resin shall be stored in a cool dry place and protected from freezing
and exposure to temperature in excess of 100ºF. The promoter and initiator, if supplied
separate from the resin, shall not contact each other directly. Containers of promoters and
initiators shall not be stored together in a manner that will allow leakage or spillage from
one to contact the containers or material of the other.
6-09.3(5) Scarifying concrete Surface
6-09.3(5)A General
The Contractor shall not begin scarifying a concrete bridge deck surface unless
completion of the scarification and concrete overlay can be accomplished within the
current construction season.
The Contractor shall not begin scarifying a concrete bridge deck surface until
receiving the Engineer’s written approval of the machine to be used for scarifying
The Contractor shall protect adjacent traffic from flying debris generated by the
scarification process in accordance with Item 4 of Section 6-09.3(2) and as approved by
the Engineer.
The Contractor shall collect, contain, and dispose of all concrete debris generated by
the scarification process in accordance with Item 4 of Section 6-09.3(2) and as approved
by the Engineer.
All areas of the deck that are inaccessible to the selected scarifying machine shall
be scarified to remove the concrete surface matrix to a maximum depth of ½-inch by a
method approved by the Engineer. If these areas are hand-chipped then the equipment
shall meet the requirements as specified in Section 6-09.3(1)A.
Dense, sound areas of existing bridge deck repair material shall be sufficiently
scarified to provide 1-inch minimum clearance to the top of the fresh modified concrete
overlay.
6-09.3(5)B Testing of hydro-Demolition and Shot Blasting Machines
A trial area shall be designated by the Engineer to demonstrate that the equipment
and methods of operation are capable of producing results satisfactory to the Engineer.
The trial area shall consist of 2 patches each of approximately 30-square feet, 1 area in
sound concrete and 1 area of deteriorated concrete as determined by the Engineer.
In the “sound” area of concrete, the equipment shall be programmed to remove
½-inch of concrete.
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Following the test over sound concrete, the equipment shall be located over the
deteriorated concrete and using the same parameters for the sound concrete removal,
remove all deteriorated concrete. The Engineer will grant approval of the equipment
based on successful results from the trial area test.
6-09.3(5)c hydro-Demolishing
Once the operating parameters of the Hydro-Demolition machine are defined
by programming and calibration as specified in Section 6-09.3(5)B, they shall not
be changed as the machine progresses across the bridge deck, in order to prevent the
unnecessary removal of sound concrete below the required minimum removal depth. The
Contractor shall maintain a minimum production rate of 250-square feet per hour during
the deck scarifying process.
All water used in the Hydro-Demolition process shall be potable. Stream or lake
water will not be permitted.
All bridge drains and other outlets within 100-feet of the Hydro-Demolition machine
shall be temporarily plugged during the Hydro-Demolition operation. When scarifying
a bridge deck passing over traffic lanes, the Contractor shall protect the traffic below
by restricting and containing scarifying operations, and implementing traffic control
measures, as approved by the Engineer.
The Contractor shall provide for the collection, filtering and disposal of all runoff
water generated by the Hydro-Demolition process, in accordance with the Runoff
Water Disposal Plan as approved by the Engineer in accordance with Item 3 of Section
6-09.3(2). The Contractor shall comply with applicable regulations concerning such
water disposal.
6-09.3(5)D Shot Blasting
Once the operating parameters of the Shot Blasting machine are defined by
programming and calibration, as specified in Section; 6-09.3(5)B, they shall not be
changed as the machine progresses across the bridge deck, in order to prevent the
unnecessary removal of sound concrete below the required minimum removal depth. The
Contractor shall maintain a minimum production rate of 250-square feet per hour during
the deck scarifying process.
6-09.3(5)E Rotomilling
The entire concrete surface of the bridge deck shall be scarified to remove the
surface matrix to a maximum ½-inch depth of the concrete. The operating parameters
of the rotary milling machine shall be monitored in order to prevent the unnecessary
removal of concrete below the ½-inch maximum removal depth.
6-09.3(5)F Repair of Steel Reinforcing Bars Damaged by Scarifying Operations
All reinforcing steel damaged due to the Contractor’s operations shall be repaired by
the Contractor. For bridge decks not constructed under the same Contract as the concrete
overlay, damage to existing reinforcing steel shall be repaired and paid for in accordance
with Section 1-09.6 if the existing concrete cover is ½-inch or less. All other reinforcing
steel damaged due to the Contractor’s operations shall be repaired by the Contractor at no
additional expense to the Contracting Agency.
The repair shall be as follows or as directed by the Engineer:
1. Damage to epoxy coating, when present on existing steel reinforcing bars, shall
be repaired in accordance with Section 6-02.3(24)H.
2. Damage to bars resulting in a section loss of 20-percent or more of the bar area
shall be repaired by chipping out the adjacent concrete and splicing a new bar
of the same size. Concrete shall be removed to provide a ¾-inch minimum
clearance around the bars. The splice bars shall extend a minimum of 40 bar
diameters beyond each end of the damage.
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MODIFIED cONcRETE OVERlAyS 6-09
3. Any bars partially or completely removed from the deck shall have the
damaged portions removed and spliced with new bars as outlined in Item
2 above.
6-09.3(5)G Cleanup Following Scarification
After scarifying is completed, the lane or strip being overlaid shall be thoroughly
cleaned of all dust, freestanding water and loose particles. Cleaning may be accomplished
by using compressed air, water blasting, with a minimum pressure of 5,000-psi, or
vacuum machines. Vacuum cleaning shall be used when required by applicable air
pollution ordinances.
6-09.3(6) Further Deck Preparation
Once the lane or strip being overlaid has been cleaned of debris from scarifying,
the Contractor, with the Engineer, shall perform an inspection of the completed work
in accordance with ASTM D 4580, Method B, except as otherwise noted for concrete
surfaces scarified by hydro-demolition. The Contractor shall mark those areas of the
existing bridge deck that are authorized by the Engineer for further deck preparation
by the Contractor. When hydro-demolition is used as the method of scarification, the
inspection for further deck preparation shall be a visual inspection and shall take place
after 1 pass of the hydro-demolition machine.
Further deck preparation will be required when any one of the following conditions
is present:
1. Unsound concrete.
2. Lack of bond between existing concrete and reinforcing steel.
3. Exposure of reinforcing steel to a depth of ½ of the periphery of a bar for a
distance of 12-inches or more along the bar.
4. Existing non-concrete patches as authorized by the Engineer.
Further deck preparation performed beyond the areas authorized by the Engineer
will be at the Contractor’s expense in accordance with Section 1-05.7. If the concrete
overlay is placed on a bridge deck as part of the same Contract as the bridge deck
construction, then all Work associated with the further deck preparation shall be
performed at no additional expense to the Contracting Agency.
6-09.3(6)A Equipment for Further Deck Preparation
Further deck preparation shall be performed using either hand operated tools
conforming to Section 6-09.3(1)A, or hydro-demolishing machines conforming to
Section 6-09.3(1)C.
6-09.3(6)B Deck Repair Preparation
All concrete in the repair area shall be removed by chipping, hydro demolishing, or
other approved mechanical means to a depth necessary to remove all loose and unsound
concrete. If unsound concrete exists around the top mat of steel reinforcing bars, or if
the bond between concrete and top mat of steel is broken, concrete shall be removed to
provide a ¾-inch minimum clearance around the top mat of steel reinforcing bars.
Care shall be taken in removing the deteriorated concrete to not damage any of
the existing deck or steel reinforcing bars that are to remain in place. All removal shall
be accomplished by making neat vertical cuts and maintaining square edges at the
boundaries of the repair area. Cuts made by using sawing or hydro demolishing machines
shall be made after sufficient concrete removal has been accomplished to establish the
limits of the removal area. In no case shall the depth of the vertical cut exceed ¾-inch or
to the top of the top steel reinforcing bars, whichever is less.
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The exposed steel reinforcing bars and concrete in the repair area shall be
sandblasted or hydro-blasted and blown clean just prior to placing concrete. Bridge
deck areas outside the repair area or steel reinforcing bar inside or outside the repair
area damaged by the Contractor’s operations, shall be repaired by the Contractor at no
additional expense to the Contracting Agency, and to the satisfaction of the Engineer.
All steel reinforcing bars damaged due to the Contractor’s operations shall be
repaired in accordance with Section 6-09.3(5)F.
6-09.3(6)c Placing Deck Repair concrete
Deck repair concrete for modified concrete overlays shall be either modified
concrete or concrete Class M as specified below.
Before placing any deck repair concrete, the Contractor shall flush the existing
concrete in the repair area with water and make sure that the existing concrete is well
saturated. The Contractor shall remove any freestanding water prior to placing the deck
repair concrete. The Contractor shall place the deck repair concrete onto the existing
concrete while it is wet.
Type 1 deck repairs, defined as deck repair areas with a maximum depth of one-half
the periphery of the bottom bar of the top layer of steel reinforcement and not to exceed
12-continuous inches along the length of the bar, may be filled during the placement of
the concrete overlay.
Type 2 deck repairs, defined as deck repair areas not conforming to the definition of
Type 1 deck repairs, shall be repaired with concrete Class M and wet cured for 42-hours
in accordance with Section 6-09.3(13), prior to placing the concrete overlay. During the
curing period, all vehicular and foot traffic shall be prohibited on the repair area.
6-09.3(7) Surface Preparation For concrete Overlay
Following the completion of any required further deck preparation the entire lane or
strip being overlaid shall be cleaned.
If either a rotary milling machine or a shot blasting machine is used for concrete
scarification, then the concrete deck shall be sandblasted or shot blasted, using equipment
approved by the Engineer, until sound concrete is exposed. Care shall be taken to ensure
that all exposed reinforcing steel and the surrounding concrete is completely blasted.
Bridge grate inlets, expansion dams and barriers above the surface to be blasted shall be
protected from the blasting.
If a hydro-demolition machine is used for concrete scarification, then the concrete
deck shall be cleaned by an approved method of water blasting with 7,000-psi minimum
pressure, until sound concrete is exposed.
The final surface of the deck shall be free from oil and grease, rust and other foreign
material that may reduce the bond of the new concrete to the old. These materials shall be
removed by detergent- cleaning or other method as approved by the Engineer followed by
sandblasting.
After all scarifying, chipping, sandblasting and cleaning is completed, the entire
lane or strip being overlaid shall be cleaned in final preparation for placing concrete
using either compressed air or vacuum machines. Vacuum machines shall be used when
warranted by applicable air pollution ordinances.
Scarifying with either rotary milling machines or shot blasting machines, hand tool
chipping, sandblasting and cleaning in areas adjacent to a lane or strip being cleaned
in final preparation for placing concrete shall be discontinued when final preparation is
begun. Scarifying and hand tool chipping shall remain suspended until the concrete has
been placed and the requirement for curing time has been satisfied. Sandblasting and
cleaning shall remain suspended for the first 24-hours of curing time after the completion
of concrete placing.
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MODIFIED cONcRETE OVERlAyS 6-09
If the hydro demolishing scarification process is used, scarification may proceed
during the final cleaning and overlay placement phases of the Work on adjacent portions
of the Structure so long as the hydro demolisher operations are confined to areas which
are a minimum of 100-feet away from the defined limits of the final cleaning or overlay
placement in progress. If the hydro demolisher impedes or interferes in any way with the
final cleaning or overlay placement as determined by the Engineer, the hydro demolishing
Work shall be terminated immediately and the hydro demolishing equipment removed
sufficiently away from the area being prepared or overlaid to eliminate the conflict. If
the grade is such that water and contaminates from the hydro demolishing operation
will flow into the area being prepared or overlaid, the hydro demolishing operation shall
be terminated and shall remain suspended for the first 24-hours of curing time after the
completion of concrete placement.
If, after final cleaning, the lane or strip being overlaid becomes wet, the Contractor
shall flush the surface with high-pressure water, prior to placement of the overlay. All
freestanding water shall be removed prior to concrete placement. Concrete placement
shall begin within 24-hours of the completion of deck preparation for the portion of the
deck to be overlaid. If concrete placement has not begun within 24-hours, the lane or strip
being overlaid shall be cleaned by a light sand blasting followed by washing with the
high-pressure water spray or by cleaning with the high-pressure spray as approved by the
Engineer.
Traffic other than required construction equipment will not be permitted on any
portion of the lane or strip being overlaid that has undergone final preparation for placing
concrete unless approved by the Engineer. To prevent contamination, all equipment
allowed on the deck after final cleaning shall be equipped with drip guards.
6-09.3(8) Quality Assurance
6-09.3(8)A Quality Assurance for Microsilica Modified and Fly Ash Modified
concrete Overlays
The Engineer will perform slump, temperature, and entrained air tests for acceptance
in accordance with Section 6-02.3(5)D and as specified in this section after the Contractor
indicates that the concrete is ready for placement. Concrete from the first truckload
shall not be placed until tests for acceptance have been completed by the Engineer and
the results indicate that the concrete is within acceptable limits. Sampling and testing
will continue for each load until 2 successive loads meet all applicable acceptance test
requirements. Except for the first load of concrete, up to ½-cubic yard may be placed
prior to testing for acceptance. After 2 successive tests indicate that the concrete is
within specified limits, the sampling and testing frequency may decrease to 1 for every 3
truckloads. Loads to be sampled will be selected in accordance with the random selection
process outlined in FOP for WAQTC TM2.
When the results of any subsequent acceptance test indicates that the concrete does
not conform to the specified limits, the sampling and testing frequency will be resumed
for each truckload. Whenever 2 successive subsequent tests indicate that the concrete is
within the specified limits, the random sampling and testing frequency of 1 for every 3
truck loads may resume.
The Engineer will test for slump and/or air any load of concrete the Engineer
deems necessary.
6-09.3(8)B Quality Assurance for Latex Modified Concrete Overlays
The Engineer will perform operational control testing as the concrete is being
placed. The Contractor shall provide the Engineer with a ¼-cubic yard container and
assistance in obtaining and handling samples. The ¼-cubic yard container shall have a
9-inch minimum depth and shall be placed on a level surface. A minimum of 1 test per
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mobile mixer per shift will be conducted. The test will be conducted after 8 minutes of
mixer operation.
The Engineer will perform slump, temperature, and entrained air tests for acceptance
in accordance with Section 6-02.3(5)D and as specified in this section. The Engineer will
perform slump and air tests as the concrete is being placed. The minimum number of
tests will be 1 slump test and 1 air test per mobile mixer, beginning with the first charge
and every other charge thereafter. The sample will be taken after the first 2-minutes of
continuous mixer operation. The concrete will be sampled as follows:
1. While concrete is being deposited onto the bridge deck, the stream will be
diverted into a wheelbarrow or other suitable container. Approximately 1-cubic
foot of concrete will be sufficient to conduct 1 slump test and 1 air test.
2. Take the sample to the test site. The test site should be located away from the
mobile mixer and off the end of the bridge if practical.
3. Allow the sample to stand undisturbed. The fresh concrete sample must be
protected from sunlight and wind until the conclusion of the testing. Total time
from discharge to time of start of slump testing will not exceed 6½ minutes.
During the initial proportioning, mixing, placing, and finishing operations, the
Engineer may require the presence of a technical representative from the latex admixture
manufacturer. The technical representative shall be capable of performing, demonstrating,
inspecting, and testing all of the functions required for placement of the latex modified
concrete as specified in Section 6-09.3(11) and as approved by the Engineer. This
technical representative shall aid in the proper installation of the latex modified concrete.
Recommendations made by the technical representative on or off the jobsite, and
approved by the Engineer, shall be adhered to by the Contractor at no additional expense
to the Contracting Agency. The Engineer will advise the Contractor in writing a minimum
of 5-working-days before such services are required.
6-09.3(9) Mixing concrete For concrete Overlay
6-09.3(9)A Mixing Microsilica Modified or Fly Ash Modified Concrete
Mixing of concrete shall be in accordance with Section 6-02, with the following
exceptions:
1. The mixing shall be done at a batch plant.
2. The volume of concrete transported by truck shall not exceed 6-cubic yards
per truck.
6-09.3(9)B Mixing Latex Modified Concrete
The equipment used for mixing the concrete shall be operated with strict adherence
to the procedures set forth by its manufacturer.
A minimum of 2 mixers will be required at the overlay site for each concrete
placement when the total volume of concrete to be placed during the concrete placement
exceeds the material storage capacity of a single mixer. Additional mixers may be
required if conditions require that material be stockpiled away from the jobsite. The
Contractor shall have sufficient mixers on hand to ensure a consistent and continuous
delivery and placement of concrete throughout the concrete placement.
Charging the mobile mixer shall be done in the presence of the Engineer. Mixing
capabilities shall be such that the finishing operation can proceed at a steady pace.
6-09.3(10) Overlay Profile and Screed Rails
6-09.3(10)A Survey of Existing Bridge Deck Prior To Scarification
Prior to beginning the scarifying concrete surface finish work specified under
Section 6-09.3(5), the Contractor shall complete a survey of the existing bridge deck(s)
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MODIFIED cONcRETE OVERlAyS 6-09
specified to receive modified concrete overlay for use in establishing the existing cross
section and grade profile elevations.
The Contracting Agency will provide the Contractor with primary survey control
information consisting of descriptions of two primary control points used for the
horizontal and vertical control. Primary control points will be described by reference to
the bridge or project-specific stationing and elevation datum. The Contracting Agency
will also provide horizontal coordinates for the beginning and ending points and for
each Point of Intersection (PI) on each centerline alignment included in the project. The
Contractor shall provide the Engineer 21-calendar days notice in advance of scheduled
concrete surface scarification work to allow the Contracting Agency time to provide the
primary survey control information.
The Contractor shall verify the primary survey control information furnished by the
Contracting Agency and shall expand the survey control information to include secondary
horizontal and vertical control points as needed for the project. The Contractor’s survey
records shall include descriptions of all survey control points, including coordinates and
elevations of all secondary control points.
The Contractor shall maintain detailed survey records, including a description of the
work performed on each shift, the methods utilized to conduct the survey, and the control
points used. The record shall be of sufficient detail to allow the survey to be reproduced.
A copy of each day’s survey record shall be provided to the Engineer within 3-working
days after the end of the shift. The Contractor shall compile the survey information in an
electronic file format acceptable to the Contracting Agency (Excel spreadsheet format is
preferred).
Survey information collected shall include station, offset, and elevation for each lane
line and curb line. Survey information shall be collected at even 20-foot station intervals
and also at the centerline of each bridge expansion joint. The Contractor shall ensure a
surveying accuracy to within ± 0.01-feet for vertical control and ± 0.2-feet for horizontal
control. The survey shall extend 100’-0” beyond the bridge back of pavement seat.
Except for the primary survey control information furnished by the Contracting
Agency, the Contractor shall be responsible for all calculations, surveying, and measuring
required for setting, maintaining, and resetting equipment and materials necessary for the
construction of the overlay to the final grade profile. The Contracting Agency may post-
check the Contractor’s surveying, but these post-checks shall not relieve the Contractor of
responsibility for internal survey quality control.
The Contracting Agency will establish the final grade profile based on the
Contractor’s survey, and will provide the final grade profile to the Contractor within three
working days after receiving the Contractor’s survey information.
The Contractor shall not begin scarifying concrete surface work specified under
Section 6-09.3(5) until receiving the final grade profile from the Engineer.
6-09.3(10)B Establishing Finish Overlay Profile
The finish grade profile shall be + ¼-inch/- ⅛-inch from the Engineer’s final grade
profile. The final grade profile shall be verified prior to the placement of modified
concrete overlay with the screed rails in place. The finishing machine shall be passed over
the entire surface to be overlaid and the final screed rail adjustments shall be made. If the
resultant overlay thickness is not compatible with the finish grade profile generated by the
Contractor’s screed rail setup, the Contractor shall make profile adjustments as approved
by the Engineer. After the finish overlay profile has been verified, changes in the finishing
machine elevation controls will not be allowed. The Contractor shall be responsible for
setting screed control to obtain the specified finish grade overlay profile as well as the
finished surface smoothness requirements specified in Section 6-02.3(10).
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Screed rails upon which the finishing machine travels shall be placed outside the
area to be overlaid, in accordance with Item 7 of Section 6-09.3(2), and as approved
by the Engineer. Interlocking rail sections or other approved methods of providing rail
continuity are required.
Hold-down devices shot into the concrete are not permitted unless the concrete is to
be subsequently overlaid. Hold-down devices of other types leaving holes in the exposed
area will be allowed provided the holes are subsequently filled with mortar conforming
to Section 9-20.4(2) mixed at a 1:2 cement/aggregate ratio. Hold-down devices shall not
penetrate the existing deck by more than ¾-inch.
Screed rails may be removed at any time after the concrete has taken an initial set.
Adequate precautions shall be taken during the removal of the finishing machine and rails
to protect the edges of the new surfaces.
6-09.3(11) Placing concrete Overlay
Five to ten working days prior to modified concrete overlay placement, a preoverlay
conference shall be held to discuss equipment, construction procedures, personnel, and
previous results. Inspection procedures shall also be reviewed to ensure coordination.
Those attending shall include:
1. (Representing the Contractor) The superintendent and all foremen in charge
of placing and finishing the modified concrete overlay, and
2. (Representing the Contracting Agency) The Project Engineer and key
inspection assistants.
If the project includes more than one bridge deck, an additional conference shall
be held just before placing modified concrete overlay for each subsequent bridge deck.
The Contractor shall not place modified concrete overlay until the Engineer agrees
that:
1. Modified concrete overlay producing and placement rates will be high enough
to meet placing and finishing deadlines,
2. Finishers with enough experience have been employed, and
3. Adequate finishing tools and equipment are at the site.
Concrete placement shall be made in accordance with Section 6-02 and the
following requirements:
1. After the lane or strip to be overlaid has been prepared and immediately before
placing the concrete, it shall be thoroughly soaked and kept continuously wet
with water for a minimum period of 6-hours prior to placement of the concrete.
All freestanding water shall be removed prior to concrete placement. During
concrete placement, the lane or strip shall be kept moist.
The concrete shall then be promptly and continuously delivered and deposited
on the placement side of the finishing machine.
If latex modified concrete is used, the concrete shall be thoroughly brushed into
the surface and then brought up to final grade. If either microsilica modified
concrete or fly ash modified concrete are used, a slurry of the concrete,
excluding aggregate, shall be thoroughly brushed into the surface prior to the
overlay placement.
Care shall be exercised to ensure that the surface receives a thorough, even
coating and that the rate of progress is limited so that the brushed concrete does
not become dry before it is covered with additional concrete as required for the
final grade. All aggregate which is segregated from the mix during the brushing
operation shall be removed from the deck and disposed of by the Contractor.
2010 Standard Specifications M 41-10 Page 6-187
MODIFIED cONcRETE OVERlAyS 6-09
If either microsilica modified concrete or fly ash modified concrete are used,
the Contractor shall ensure that a sufficient number of trucks are used for
concrete delivery to obtain a consistent and continuous delivery and placement
of concrete throughout the concrete placement operation.
When concrete is to be placed against the concrete in a previously placed
transverse joint, lane, or strip, the previously placed concrete shall be sawed
back 6-inches to straight and vertical edges and shall be sandblasted or
water blasted before new concrete is placed. The Engineer may decrease the
6-inch saw back requirement to 2-inches minimum, if a bulkhead was used
during previous concrete placement and the concrete was hand vibrated along
the bulkhead.
2. Concrete placement shall not begin if rain is expected. Adequate precautions
shall be taken to protect freshly placed concrete in the event that rain begins
during placement. Concrete that is damaged by rain shall be removed and
replaced by the Contractor at no additional expense to the Contracting Agency,
and to the satisfaction of the Engineer.
3. Concrete shall not be placed when the temperature of the concrete surface is
less than 45ºF or greater than 75ºF, when the combination of air temperature,
relative humidity, fresh concrete temperature, and wind velocity at the
construction site produces an evaporation rate of 0.15-pound per square foot
of surface per hour as determined from Table 6-02.3(6), or when winds are
in excess of 10-mph. If the Contractor elects to Work at night to meet these
criteria, adequate lighting shall be provided at no additional expense to the
Contracting Agency, and as approved by the Engineer.
4. If concrete placement is stopped for a period of ½-hour or more, the Contractor
shall install a bulkhead transverse to the direction of placement at a position
where the overlay can be finished full width up to the bulkhead. The bulkhead
shall be full depth of the overlay and shall be installed to grade. The concrete
shall be finished and cured in accordance with these Specifications.
Further placement is permitted only after a period of 12-hours unless a gap is
left in the lane or strip. The gap shall be of sufficient width for the finishing
machine to clear the transverse bulkhead installed where concrete placement
was stopped. The previously placed concrete shall be sawed back from the
bulkhead, to a point designated by the Engineer, to straight and vertical edges
and shall be sandblasted or water blasted before new concrete is placed.
5. Concrete shall not be placed against the edge of an adjacent lane or strip that is
less than 36-hours old.
6-09.3(12) Finishing concrete Overlay
Finishing shall be accomplished in accordance with the applicable portions of
Section 6-02.3(10) and as follows. Concrete shall be placed and struck-off approximately
½-inch above final grade and then consolidated and finished to final grade with a single
pass (the Engineer may require additional passes) of the finishing machine. Hand
finishing may be necessary to close up or seal off the surface. The final product shall be
a dense uniform surface.
Latex shall not be sprayed on a freshly placed latex modified concrete surface;
however, a light fog spray of water is permitted if required for finishing, as determined by
the Engineer.
As the finishing machine progresses along the placed concrete, the surface shall
be given a final finish by texturing with a comb perpendicular to the centerline of the
bridge. The texture shall be applied immediately behind the finishing machine. The comb
Page 6-188 2010 Standard Specifications M 41-10
6-09 MODIFIED cONcRETE OVERlAyS
shall consist of a single row of metal tines capable of producing ⅛-inch wide striations
approximately 0.015-foot in depth at approximately ½-inch spacing. The combs may be
operated manually or mechanically, either singly or in gangs (several combs placed end
to end). This operation shall be done in a manner that will minimize the displacement of
the aggregate particles. The texture shall not extend into areas within 2-feet of the curb
line. The non-textured concrete within 2-feet of the curb line shall be hand finished with a
steel or magnesium trowel.
Construction dams shall be separated from the newly placed concrete by passing a
pointing trowel along the inside surfaces of the dams. Care shall be exercised to ensure
that this trowel cut is made for the entire depth and length of the dams after the concrete
has stiffened sufficiently that it does not flow back.
After the burlap cover has been removed and the concrete surface has dried, but
before opening to traffic, all joints and visible cracks shall be filled and sealed with a high
molecular weight methacrylate resin (HMWM). Cracks 1⁄16-inch and greater in width shall
receive 2 applications of HMWM. Immediately following the application of HMWM, the
wetted surface shall be coated with sand for abrasive finish.
6-09.3(13) curing concrete Overlay
As the texturing portion of the finishing operation progresses, the concrete shall be
immediately covered with a single layer of clean, new or used, wet burlap. The burlap
shall have a maximum width of 6-feet. The Engineer will determine the suitability of the
burlap for reuse, based on the cleanliness and absorption ability of the burlap. Care shall
be exercised to ensure that the burlap is well drained and laid flat with no wrinkles on the
deck surface. Adjacent strips of burlap shall have a minimum overlap of 6-inches.
Once in place the burlap shall be lightly fog sprayed with water. A separate layer
of white, reflective type polyethylene sheeting shall immediately be placed over the wet
burlap. The concrete shall then be wet cured by keeping the burlap wet for a minimum of
42-hours after which the polyethylene sheeting and burlap may be removed.
Traffic shall not be permitted on the finished concrete until the specified curing time
is satisfied and until the concrete has reached a minimum compressive strength of 3,000-
psi as verified by rebound number determined in accordance with ASTM C 805.
6-09.3(14) checking for Bond
After the requirements for curing have been met, the entire overlaid surface
shall be sounded by the Contractor, in a manner approved by and in the presence
of the Engineer, to ensure total bond of the concrete to the bridge deck. Concrete
in unbonded areas shall be removed and replaced by the Contractor with the same
modified concrete as used in the overlay. Removal and replacement of the overlay
in unbonded areas shall be performed at the expense of the Contracting Agency, except
as specified in Section 6-09.3(6) when the overlay is placed on a bridge deck as part
of the same Contract as the bridge deck construction. All cracks, except those that are
significant enough to require removal, shall be thoroughly filled and sealed as specified
in Section 6-09.3(12).
After the curing requirements have been met, the Contractor may use compressed air
to accelerate drying of the deck surface for crack identification and sealing.
6-09.4 Measurement
Scarifying concrete surface will be measured by the square yard of surface
actually scarified.
Modified concrete overlay will be measured by the cubic foot of material placed. For
latex modified concrete overlay, the volume will be determined by the theoretical yield
of the design mix and documented by the counts of the cement meter less waste. For both
2010 Standard Specifications M 41-10 Page 6-189
MODIFIED cONcRETE OVERlAyS 6-09
microsilica modified concrete overlay and fly ash modified concrete overlay, the volume
will be determined from the concrete supplier’s Certificate of Compliance for each batch
delivered less waste. Waste is defined as the following:
1. Material not placed.
2. Material placed in excess of 6-inches outside a longitudinal joint or
transverse joint.
Finishing and curing modified concrete overlay will be measured by the square yard
of overlay surface actually finished and cured.
When further deck preparation is measured by volume, it will be measured by the
cubic foot of material removed from the deck repair locations. The depth measurement at
each deck repair location will be the average depth beneath a straightedge placed at the
level of the existing deck surface. The area measurement at each deck repair location will
be the surface area of the removed concrete.
6-09.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Bid Proposal:
“Scarifying Conc. Surface”, per square yard.
The unit Contract price per square yard for “Scarifying Conc. Surface” shall be
full pay for performing the Work as specified, including testing and calibration of the
machines and tools used, containment, collection, and disposal of all water and abrasives
used and debris created by the scarifying operation, measures taken to protect adjacent
traffic from flying debris, and final cleanup following the scarifying operation.
“Modified Conc. Overlay”, per cubic foot.
The unit contract price per cubic foot for “Modified Conc. Overlay” shall be full pay
for furnishing the modified concrete overlay, including the overlay material placed into
Type 1 deck repairs in accordance with Section 6-09.3(6)C.
“Finishing and Curing Modified Conc. Overlay”, per square yard.
The unit Contract price per square yard for “Finishing and Curing Modified Conc.
Overlay” shall be full pay for performing the Work as specified, including placing,
finishing, and curing the modified concrete overlay, checking for bond, and sealing all
cracks.
“Further Deck Preparation”, per cubic foot.
When “Further Deck Preparation” is measured by volume, the unit Contract price
per cubic foot for “Further Deck Preparation” shall be full pay for performing the Work
as specified, including removing and disposing of the concrete within the repair area, and
furnishing, placing, finishing, and curing the repair concrete.
“Further Deck Preparation”, force account.
When “Further Deck Preparation” is not measured by volume, payment for the Work
required will be by force account in accordance with Section 1-09.6. For the purpose of
providing a common Proposal for all Bidders, the Contracting Agency has entered an
amount for the item “Further Deck Preparation” in the Bid Proposal to become a part of
the total Bid by the Contractor.
“Structure Surveying,” lump sum.
The lump sum contract price for “Structure Surveying” shall be full pay to perform
the work as specified, including establishing secondary survey control points, performing
survey quality control, and recording, compiling, and submitting the survey records to the
Engineer.
Page 6-190 2010 Standard Specifications M 41-10
6-10 cONcRETE BARRIER
6-10 cONcRETE BARRIER
6-10.1 Description
This Section applies to building precast or cast-in-place cement concrete barriers as
required by the Plans, these Specifications, or the Engineer.
This Work may also include the removal, storage and resetting of permanent barrier
at the locations shown in the Plans or as approved by the Engineer.
6-10.2 Materials
Materials shall meet the requirements of the following sections:
Portland Cement 9-01
Aggregates 9-03
Premolded Joint Fillers 9-04.1
Reinforcing Steel 9-07
Grout 9-20.3
Wire rope shall be Class 6 x 19, made of improved plow steel that has been
galvanized and preformed. Galvanizing shall meet ASTM A 603. The wire rope shall
have right regular lay and a fiber core. It shall be ⅝-inch in diameter and have a minimum
breaking strength of 15-tons.
All hardware (connecting pins, drift pins, nuts, washers, etc.) shall be galvanized in
keeping with AASHTO M 232.
Connecting pins, drift pins and steel pins for type 3 anchors shall conform to
Section 9-06.5(4) and be galvanized in accordance with AASHTO M 232. All other
hardware shall conform to Section 9-06.5(1) and be galvanized in accordance with
AASHTO M 232.
Grout for permanent installations of precast single slope barrier shall conform to
Section 9-20.3(3) and shall be placed in accordance with Section 6-02.3(20).
6-10.3 construction Requirements
Single slope barrier shall be cast-in-place or slipformed, except when precast single
slope barrier is specified in the Plans or approved by the Engineer. Concrete barrier
installed in conjunction with light standard foundations and sign bridge foundations,
regardless of the barrier shape, shall be cast-in-place using stationary forms.
Concrete barrier transition Type 2 to bridge f-shape shall be precast.
6-10.3(1) Precast concrete Barrier
The fabrication plant for precast concrete barriers shall be approved by Contracting
Agency prior to the use of barrier and the plant shall perform quality control testing and
inspection on all barrier used by the Contracting Agency. The Contractor shall advise the
Engineer of the production schedule for the fabrication of barrier.
Test results from the fabricators QC testing shall demonstrate compliance
with sections 6-02.3(4)C consistency, 6-02.3(4)D temperature and time of placement,
6-02.3(2)A air content, and compressive strength. All tests will be conducted per section
6-02.3(5)D.
If self-compacting concrete (SCC) has been approved for use the requirements
of Section 6-02.3(4)C consistency shall not apply. Self-compacting concrete (SCC) is
concrete that is able to flow under its own weight and completely fill the formwork,
even in the presence of dense reinforcement, without the need of any vibration, while
maintaining homogeneity. When using SCC modified testing procedures for air content
and compressive strength will be used. The modification shall be that molds will be
filled completely in 1 continuous lift with-out any rodding, vibration, tamping or other
2010 Standard Specifications M 41-10 Page 6-191
cONcRETE BARRIER 6-10
consolidation methods other than lightly tapping around the exterior of the mold with a
rubber mallet to allow entrapped air bubbles to escape. In addition, the fabricators QC
testing shall include Slump Flow Test results that do not indicate segregation. As part
of the plants approval for use of SCC, the plant fabricator shall cast 1 barrier and have
that barrier sawed in half for examination by the Contracting Agency to ensure that
segregation has not occurred.
The fabricators QC tester conducting the sampling and testing shall be qualified
by ACI, Grade I to perform this Work. The equipment used shall be calibrated/
certified annually.
All test results and certifications shall be kept at the fabricator’s facility for review
by the Contracting Agency.
The Contracting Agency intends to perform Quality Assurance Inspection. This
inspection is for the qualification of the plant QC process. This inspection shall not
relieve the Contractor of any responsibility for identifying and replacing defective
material and workmanship.
The concrete in precast barrier shall be Class 4000 and comply with the provisions
of Section 6-02.3. No concrete barrier shall be shipped until test cylinders made of
the same concrete and cured under the same conditions show the concrete has reached
4000-psi.
The Contractor may use Type III Portland cement, but shall bear any added cost.
Precast barrier shall be cast in steel forms. After release, the barrier shall be finished
to an even, smooth, dense surface, free from any rock pockets or holes larger than ¼-inch
across. Troweling shall remove all projecting concrete from the bearing surface.
Precast concrete barrier shall be cured in accordance with Section 6-02.3(25)D
except that the barrier shall be cured in the forms until a rebound number test, or test
cylinders which have been cured under the same conditions as the barrier, indicate the
concrete has reached a compressive strength of a least 2500-psi. No additional curing is
required once the barrier is removed from the forms.
The barrier shall be precast in sections as the Standard Plans require. All barrier
in the same project (except end sections and variable length units needed for closure)
shall be the same length. All barrier shall be new and unused. It shall be true to Plan
dimensions. The manufacturer shall be responsible for any damage or distortion that
results from manufacturing.
Only 1 section less than 10-feet long may be used in any single run of precast
barrier, and it must be at least 8-feet long. It may be precast or cast-in-place. Hardware
identical to that used with other sections shall interlock such a section with adjacent
precast sections.
Barrier connection voids for permanent installations of precast single slope barrier
shall be filled with grout.
6-10.3(2) cast-In-Place concrete Barrier
Forms for cast-in-place concrete barrier, including traffic barrier, traffic-pedestrian
barrier, and pedestrian barrier on bridges and related Structures, shall be made of steel
or exterior plywood coated with plastic. The Contractor may construct the barrier by the
slip-form method.
The barrier shall be made of Class 4000 concrete that meets the requirements of
Section 6-02, except that the fine aggregate gradation used for slip form barrier may be
either Class 1 or 2. The Contractor may use Portland cement Type III at no additional
expense to the Contracting Agency.
Page 6-192 2010 Standard Specifications M 41-10
6-10 cONcRETE BARRIER
In addition to the steel reinforcing bar tying and bracing requirements specified in
Section 6-02.3(24) C, the Contractor may also place small amounts of concrete to aid
in holding the steel reinforcing bars in place. These small amounts of concrete shall
be not more than 2-cubic feet in volume, and shall be spaced at a minimum of 10-foot
intervals within the steel reinforcement cage. These small amounts of concrete shall be
consolidated and shall provide 2-inches minimum clearance to the steel reinforcing bars
on the outside face of the barrier. All spattered and excess mortar and concrete shall be
removed from the steel reinforcing bars prior to slip-form casting.
Barrier expansion joints shall be spaced at 96-foot intervals, and dummy joints shall
be spaced at 12-foot intervals unless otherwise specified in the Contract.
Immediately after removing the forms, the Contractor shall complete any finishing
Work needed to produce a uniformly smooth, dense surface. The surface shall have
no rock pockets and no holes larger than ¼-inch across. The barrier shall be cured and
finished in accordance with Section 6-02.3(11)A.
The maximum allowable deviation from a 10-foot straightedge held longitudinally
on all surfaces shall be ¼inch. For single sloped barrier the maximum allowable deviation
from a straightedge held along the vertical sloped face of the barrier shall be ¼-inch.
At final acceptance of the project, the barrier shall be free from stains, smears, and
any discoloration.
6-10.3(3) Removing and Resetting Permanent concrete Barrier
The Contractor shall reset concrete barrier if the Plans or the Engineer require. If
resetting is impossible immediately after removal, the Contractor shall store the barrier at
Engineer-approved locations.
6-10.3(4) Joining Precast concrete Barrier to cast-In-Place Barrier
The Contractor may join segments of cast-in-place barrier to precast barrier where
transitions, split barriers, or gaps shorter than 10-feet require it. At each joint of this
type, the cast-in-place segment shall include hardware that ties both its ends to abutting
precast sections.
6-10.3(5) Temporary concrete Barrier
For temporary concrete barrier, the Contractor may use new or used precast
barrier. This barrier shall comply with Standard Plan requirements and cross-sectional
dimensions, except that: (1) it may be made in other lengths than those shown in the
Standard Plan, and (2) it may have permanent lifting holes no larger than 4-inches in
diameter or lifting loops. The word “temporary” shall be visibly stamped or stencil
painted on each barrier segment.
If the Contract calls for the removal and resetting of permanent barrier, and the
permanent barrier is not required to remain in place until reset, the permanent barrier
may be substituted for temporary concrete barrier and will not be stamped or stenciled
“temporary”. Any of the permanent barrier damaged during its use as temporary barrier
will become the property of the Contractor and be replaced with permanent barrier
at no expense to the Contracting Agency when the permanent barrier is reset to its
permanent location.
All barrier shall be in good condition, without cracks, chips, spalls, dirt, or traffic
marks. If any barrier segment is damaged during or after placement, the Contractor,
at no expense to the Contracting Agency, shall immediately repair it to the Engineer’s
satisfaction or replace it with an undamaged section.
As soon as the temporary barrier is no longer needed, the Contractor shall remove it
from the project. Contracting Agency furnished barrier shall remain Contracting Agency
2010 Standard Specifications M 41-10 Page 6-193
cONcRETE BARRIER 6-10
property, and the Contractor shall deliver it to a stockpile site noted in the Contract or
to locations as approved by the Engineer. Contractor furnished barrier shall remain the
property of the Contractor.
6-10.3(6) Placing concrete Barrier
Precast concrete barrier shall rest on a paved foundation shaped to a uniform grade
and section. The foundation surface shall meet this test for uniformity: When a 10-foot
straightedge is placed on the surface parallel to the centerline for the barrier, the surface
shall not vary more than ¼-inch from the lower edge of the straightedge. If deviations
exceed ¼-inch, the Contractor shall correct them as required in Section 5-04.3(13).
The Contractor shall align the joints of precast segments so that they offset no more
than ¼-inch transversely and no more than ¾-inch vertically. Grouting is not permitted,
except as previously stated for single slope barrier. If foundation grade and section are
acceptable, the Engineer may permit the Contractor to obtain vertical alignment of the
barrier by shimming. Shimming shall be done with a polystyrene, foam pad (12 by 24-
inches) under the end 12-inches of bearing surface.
Precast barrier shall be handled and placed with equipment that will not damage or
disfigure it.
6-10.4 Measurement
Precast concrete barrier will be measured by the linear foot along its completed line
and slope.
Temporary concrete barrier will be measured by the linear foot along the completed
line and slope of the barrier, 1 time only for each setup of barrier protected area. Any
intermediate moving or resetting will not be measured.
Cast-in-place concrete barrier will be measured by the linear foot along its
completed line unless the Contract specifies that it be measured per cubic yard
for concrete Class 4000 and per pound for steel reinforcing bar (as required in Section
6-02.4).
Cast-in-place concrete barrier light standard section will be measured by the unit for
each light standard section installed.
Removing and resetting existing permanent barrier will be measured by the linear
foot and will be measured 1 time only for removing, storage, and resetting. No measure
will be made for barrier that has been removed and reset for the convenience of the
Contractor.
Concrete barrier transition Type 2 to bridge F-shape will be measured by the linear
foot installed.
Single slope concrete barrier light standard foundation will be measured by the unit
for each light standard foundation installed.
Traffic barrier, traffic pedestrian barrier, and pedestrian barrier will be measured as
specified for cast-in-place concrete barrier.
6-10.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal:
“Precast Conc. Barrier Type ____”, per linear foot.
“Cast-In-Place Conc. Barrier”, per linear foot.
“Conc. Class 4000”, per cubic yard.
“St. Reinf. Bar”, per pound.
“Removing and Resetting Existing Permanent Barrier”, per linear foot.
Page 6-194 2010 Standard Specifications M 41-10
6-10 cONcRETE BARRIER
The unit Contract price per linear foot for “Cast-In-Place Conc. Barrier” shall be
full pay for excavation, forms, placement, special construction features, and all other
materials, tools, equipment, and labor necessary to complete the Work as specified;
except that when the Contract specifies, the unit Contract price per cubic yard for “Conc.
Class 4000” and the per pound for “St. Reinf. Bar” shall be full pay for excavation,
forms, placement, special construction features, and all other materials, tools, equipment,
and labor necessary to complete the Work as specified.
“Traffic Barrier”, per linear foot.
“Traffic Pedestrian Barrier”, per linear foot.
“Pedestrian Barrier” per linear foot.
The unit Contract price per linear foot for “Traffic Barrier”, “Traffic Pedestrian
Barrier”, and “Pedestrian Barrier” shall be full pay for constructing the barrier on top
of the bridge deck, and associated bridge approach slabs, curtain walls and wingwalls,
excluding the steel reinforcing bars that extend from the bridge deck, bridge approach
slab, curtain walls, and wingwalls.
“Single Slope Concrete Barrier”, per linear foot.
The unit Contract price per linear foot for “Single Slope Concrete Barrier” shall be
full pay for either cast-in-place or precast single slope concrete barrier.
“Conc. Barrier Transition Type 2 to Bridge F-Shape”, per linear foot.
The unit Contract price per linear foot for “Conc. Barrier Transition Type 2 to
Bridge F-Shape” shall be full pay for performing the Work as specified, excluding bridge
traffic barrier modifications necessary for this installation.
“Single Slope Conc. Barrier Light Standard Foundation”, per each.
“Cast-In-Place Conc. Barrier Light Standard Section”, per each.
“Temporary Conc. Barrier”, per linear foot.
The unit Contract price per linear foot for “Temporary Concrete Barrier” shall be
full pay for all costs, including furnishing, installing, connecting, anchoring, maintaining,
temporary storage, and final removal of the temporary barrier.
Payment for transition sections between different types of barrier shall be
made at the unit Contract price for the type of barrier indicated in the Plans for each
transition section.
2010 Standard Specifications M 41-10 Page 6-195
REINFORcED cONcRETE WAllS 6-11
6-11 REINFORcED cONcRETE WAllS
6-11.1 Description
This Work consists of constructing reinforced concrete retaining walls, including
those shown in the Standard Plans, L walls, and counterfort walls.
6-11.2 Materials
Materials shall meet the requirements of the following sections:
Cement 9-01
Aggregates for Portland Cement Concrete 9-03.1
Gravel Backfill 9-03.12
Premolded Joint Filler 9-04.1(2)
Steel Reinforcing Bar 9-07.2
Epoxy-Coated Steel Reinforcing Bar 9-07.3
Concrete Curing Materials and Admixtures 9-23
Fly Ash 9-23.9
Water 9-25
Other materials required shall be as specified in the Special Provisions.
6-11.3 construction Requirements
6-11.3(1) Submittals
The Contractor shall submit all excavation shoring plans to the Engineer for
approval in accordance with Section 2-09.3(3)D.
The Contractor shall submit all falsework and formwork plans to the Engineer for
approval in accordance with Sections 6-02.3(16) and 6-02.3(17).
If the Contractor elects to fabricate and erect precast concrete wall stem panels, the
following information shall be submitted to the Engineer for approval in accordance with
Sections 6-01.9 and 6-02.3(28)A:
1. Working drawings for fabrication of the wall stem panels, showing dimensions,
steel reinforcing bars, joint and joint filler details, surface finish details, lifting
devices with the manufacturer’s recommended safe working capacity, and
material Specifications.
2. Working drawings and design calculations for the erection of the wall stem
panels showing dimensions, support points, support footing sizes, erection
blockouts, member sizes, connections, and material Specifications.
3. Design calculations for the precast wall stem panels, the connection between
the precast panels and the cast-in-place footing, and all modifications to the
cast-in-place footing details as shown in the Plans or Standard Plans.
The Contractor shall not begin excavation and construction operations for the
retaining walls until receiving the Engineer’s approval of the above submittals.
6-11.3(2) Excavation and Foundation Preparation
Excavation shall conform to Section 2-09.3(3), and to the limits and construction
stages shown in the Plans. Foundation soils found to be unsuitable shall be removed and
replaced in accordance with Section 2-09.3(1)C.
Page 6-196 2010 Standard Specifications M 41-10
6-11 REINFORcED cONcRETE WAllS
6-11.3(3) Precast concrete Wall Stem Panels
The Contractor may fabricate precast concrete wall stem panels for construction
of Standard Plan Retaining Walls. Precast concrete wall stem panels may be used for
construction of non-Standard Plan retaining walls if allowed by the Plans or Special
Provisions. Precast concrete wall stem panels shall conform to Section 6-02.3(28), and
shall be cast with Class 4000 concrete.
The precast concrete wall stem panels shall be designed in accordance with the
following codes:
1. For all loads except as otherwise noted – AASHTO LRFD Bridge Design
Specifications, latest edition and current interims. The seismic design shall use
the acceleration coefficient and soil profile type as specified in the Plans.
2. For all wind loads - AASHTO Guide Specifications for Structural Design of
Sound Barriers, latest edition and current interims.
The precast concrete wall stem panels shall be fabricated in accordance with the
dimensions and details shown in the Plans, except as modified in the shop drawings as
approved by the Engineer.
The precast concrete wall stem panels shall be fabricated full height, and shall be
fabricated in widths of 8-feet, 16-feet, and 24-feet.
The construction tolerances for the precast concrete wall stem panels shall be as
follows:
Height ±¼ inch
Width ±¼ inch
Thickness +¼ inch
-⅛ inch
Concrete cover for steel reinforcing bar +⅜ inch
-⅛ inch
Width of precast concrete wall stem panel joints ±¼ inch
Offset of precast concrete wall stem panels ±¼ inch
(Deviation from a straight line extending 5-feet on each side of the panel joint)
The precast concrete wall stem panels shall be constructed with a mating shear
key between adjacent panels. The shear key shall have beveled corners and shall
be 1½-inches in thickness. The width of the shear key shall be 3½-inches minimum and
5½-inches maximum. The shear key shall be continuous and shall be of uniform width
over the entire height of the wall stem.
The Contractor shall provide the specified surface finish as noted, and to the limits
shown, in the Plans to the exterior concrete surfaces. Special surface finishes achieved
with form liners shall conform to Sections 6-02.2 and 6-02.3(14) as supplemented in the
Special Provisions. Rolled on textured finished shall not be used. Precast concrete wall
stem panels shall be cast in a vertical position if the Plans call for a form liner texture on
both sides of the wall stem panel.
The precast concrete wall stem panel shall be rigidly held in place during placement
and curing of the footing concrete.
The precast concrete wall stem panels shall be placed a minimum of 1-inch into the
footing to provide a shear key. The base of the precast concrete wall stem panel shall be
sloped ½-inch per foot to facilitate proper concrete placement.
To ensure an even flow of concrete under and against the base of the wall panel, a
form shall be placed parallel to the precast concrete wall stem panel, above the footing,
to allow a minimum 1-foot head to develop in the concrete during concrete placement.
The steel reinforcing bars shall be shifted to clear the erection blockouts in the
precast concrete wall stem panel by 1½-inches minimum.
2010 Standard Specifications M 41-10 Page 6-197
REINFORcED cONcRETE WAllS 6-11
All precast concrete wall stem panel joints shall be constructed with joint filler
installed on the rear (backfill) side of the wall. The joint filler material shall extend from
2-feet below the final ground level in front of the wall to the top of the wall. The joint
filler shall be a nonorganic flexible material and shall be installed to create a waterproof
seal at panel joints.
The soil bearing pressure beneath the falsework supports for the precast concrete
wall stem panels shall not exceed the maximum design soil pressure shown in the Plans
for the retaining wall.
6-11.3(4) cast-In-Place concrete construction
Cast-in-place concrete for concrete retaining walls shall be formed, reinforced, cast,
cured, and finished in accordance with Section 6-02, and the details shown in the Plans
and Standard Plans. All cast-in-place concrete shall be Class 4000.
The Contractor shall provide the specified surface finish as noted, and to the limits
shown, in the Plans to the exterior concrete surfaces. Special surface finishes achieved
with formliners shall conform to Sections 6-02.2 and 6-02.3(14) as supplemented in the
Special Provisions.
Cast-in-place concrete for adjacent wall stem sections (between vertical expansion
joints) shall be formed and placed separately, with a minimum 12-hour time period
between concrete placement operations.
Premolded joint filler, ½-inch thick, shall be placed full height of all vertical wall
stem expansion joints in accordance with Section 6-01.14.
6-11.3(5) Backfill, Weepholes and Gutters
Unless the Plans specify otherwise, backfill and weepholes shall be placed in
accordance with the Standard Plans and Section 6-02.3(22). Gravel backfill for drain shall
be compacted in accordance with Section 2-09.3(1)E. Backfill within the zone defined as
Bridge Approach Embankment in Section 1-01.3 shall be compacted in accordance with
Method C of Section 2-03.3(14)C. All other backfill shall be compacted in accordance
with Method B of Section 2-03.3(14)C, unless otherwise specified.
Cement concrete gutter shall be constructed as shown in the Standard Plans.
6-11.3(6) Traffic Barrier and Pedestrian Barrier
When shown in the Plans, traffic barrier and pedestrian barrier shall be constructed
in accordance with Sections 6-02.3(11)A and 6-10.3(2), and the details shown in the
Plans and Standard Plans.
6-11.4 Measurement
Concrete Class 4000 for retaining wall will be measured as specified in Section
6-02.4.
Steel reinforcing bar for retaining wall and epoxy-coated steel reinforcing bar for
retaining wall will be measured as specified in Section 6-02.4.
Traffic barrier and pedestrian barrier will be measured as specified in Section 6-10.4
for cast-in-place concrete barrier.
6-11.5 Payment
Payment will be made in accordance with Section 1-04.1 for each of the following
Bid items when they are included in the Proposal:
“Conc. Class 4000 For Retaining Wall”, per cubic yard.
All costs in connection with furnishing and installing weep holes and premolded
joint filler shall be included in the unit Contract price per cubic yard for “Conc. Class
4000 for Retaining Wall”.
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“St. Reinf. Bar For Retaining Wall”, per pound.
“Epoxy-Coated St. Reinf. Bar For Retaining Wall”, per pound.
“Traffic Barrier”, per linear foot.
“Pedestrian Barrier”, per linear foot.
The unit Contract price per linear foot for “___ Barrier” shall be full pay for
constructing the barrier on top of the retaining wall, except that when these Bid items
are not included in the Proposal, all costs in connection with performing the Work as
specified shall be included in the unit Contract price per cubic yard for “Conc. Class
4000 For Retaining Wall”, and the unit Contract price per pound for “___ Bar For
Retaining Wall”
2010 Standard Specifications M 41-10 Page 6-199
NOISE BARRIER WAllS 6-12
6-12 NOISE BARRIER WAllS
6-12.1 Description
This Work consists of constructing cast-in-place concrete, precast concrete, masonry,
and timber noise barrier walls, including those shown in the Standard Plans.
6-12.2 Materials
Materials shall meet the requirements of the following sections:
Cement 9-01
Aggregates for Portland Cement Concrete 9-03.1
Gravel Backfill 9-03.12
Premolded Joint Filler 9-04.1(2)
Bolts, Nuts, and Washers 9-06.5(1)
Steel Reinforcing Bar 9-07.2
Epoxy-Coated Steel Reinforcing Bar 9-07.3
Paints 9-08
Grout 9-20.3
Concrete Curing Materials and Admixtures 9-23
Fly Ash 9-23.9
Water 9-25
Other materials required shall be as specified in the Special Provisions.
6-12.3 construction Requirements
6-12.3(1) Submittals
All noise barrier walls not constructed immediately adjacent to the Roadway,
and that require construction of access for Work activities, shall have a noise barrier
wall access plan. The Contractor shall submit the noise barrier wall access plan to the
Engineer for approval in accordance with Section 6-01.9. The noise barrier wall access
plan shall include, but not be limited to, the locations of access to the noise barrier wall
construction sites, and the method, materials, and equipment used to construct the access,
remove the access, and recontour and reseed the disturbed ground.
For construction of all noise barrier walls with shafts, the Contractor shall submit a
shaft construction plan to the Engineer for approval in accordance with Section 6-01.9,
including but not limited to the following information:
1. List and description of equipment to be used to excavate and construct the
shafts, including description of how the equipment is appropriate for use in the
expected subsurface conditions.
2. The construction sequence and order of shaft construction.
3. Details of shaft excavation methods, including methods to clean the shaft
excavation.
4. Details and dimensions of the shaft, and casing if used.
5. The method used to prevent ground caving (temporary casing, slurry, or other
means).
6. Details of concrete placement including procedures for deposit through a
conduit, tremie, or pump.
7. Method and equipment used to install and support the steel reinforcing bar
cage.
For construction of precast concrete noise barrier walls, the Contractor shall submit
shop drawings for the precast concrete panels to the Engineer in accordance with Section
6-02.3(28)A. In addition to the items listed in Section 6-02.3(28)A, the precast concrete
panel shop drawings shall include the following:
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1. Construction sequence and method of forming the panels.
2. Details of additional reinforcement provided at lifting and support locations.
3. Method and equipment used to support the panels during storage, transporting,
and erection.
4. Erection sequence, including the method of lifting the panels, placing and
adjusting the panels to proper alignment and grade, and supporting the panels
during bolting, grouting, and backfilling operations.
The Contractor shall not begin noise barrier wall construction activities, including
access construction and precast concrete panel fabrication, until receiving the Engineer’s
approval of all appropriate and applicable submittals.
6-12.3(2) Work Access and Site Preparation
The Contractor shall construct Work access in accordance with the Work access plan
as approved by the Engineer. The construction access roads shall minimize disturbance to
the existing vegetation, especially trees. Only trees and shrubs in direct conflict with the
approved construction access road alignment shall be removed. Only 1 access road into
the noise barrier wall from the main Roadway and 1 access road from the noise barrier
wall to the main Roadway shall be constructed at each noise barrier wall.
Existing vegetation that has been identified by the Engineer shall be protected in
accordance with Sections 1-07.16 and 2-01, and the Special Provisions.
6-12.3(3) Shaft construction
The Contractor shall excavate and construct the shafts in accordance with the shaft
construction plan as approved by the Engineer.
The shafts shall be excavated to the required depth as shown in the Plans. The
excavation shall be completed in a continuous operation using equipment capable of
excavating through the type of material expected to be encountered.
If the shaft excavation is stopped, the Contractor shall secure the shaft by installing
a safety cover over the opening. The Contractor shall ensure the safety of the shaft and
surrounding soil and the stability of the side walls. A temporary casing, slurry, or other
methods approved by the Engineer shall be used as necessary to ensure such safety
and stability.
When caving conditions are encountered, the Contractor shall stop further
excavation until implementing the method to prevent ground caving as specified in the
shaft construction plan approved by the Engineer.
When obstructions are encountered, the Contractor shall notify the Engineer
promptly. An obstruction is defined as a specific object (including, but not limited to,
boulders, logs, and man made objects) encountered during the shaft excavation operation,
which prevents or hinders the advance of the shaft excavation. When efforts to advance
past the obstruction to the design shaft tip elevation result in the rate of advance of the
shaft drilling equipment being is significantly reduced relative to the rate of advance for
the rest of the shaft excavation, then the Contractor shall remove the obstruction under
the provisions of Section 6-12.5 as supplemented in the Special Provisions. The method
of removal of such obstructions, and the continuation of excavation shall be as proposed
by the Contractor and approved by the Engineer.
The Contractor shall use appropriate means to clean the bottom of the excavation
of all shafts. No more than 2-inches of loose or disturbed material shall be present at the
bottom of the shaft just prior to beginning concrete placement.
The Contractor shall not begin placing steel reinforcing bars and concrete in the
shaft until receiving the Engineer’s approval of the shaft excavation.
2010 Standard Specifications M 41-10 Page 6-201
NOISE BARRIER WAllS 6-12
The steel reinforcing bar cage shall be rigidly braced to retain its configuration
during handling and construction. The Contractor shall not place individual or loose
bars. The Contractor shall install the steel reinforcing bar cage as specified in the shaft
construction plan as approved by the Engineer. The Contractor shall maintain the
minimum concrete cover shown in the Plans.
If casings are used, the Contractor shall remove the casing during concrete
placement. A minimum 5-feet head of concrete shall be maintained to balance soil and
water pressure at the bottom of the casing. The casing shall be smooth. Where the top of
the shaft is above the existing ground, the Contractor shall case the top of the hole prior
to placing the concrete.
Concrete for shafts shall conform to Class 4000P. The Contractor shall place
concrete in the shaft immediately after completing the shaft excavation and receiving
the Engineer’s approval of the excavation. The Contractor shall place the concrete in
1 continuous operation to the elevation shown in the Plans, using a method to prevent
segregation of aggregates. The Contractor shall place the concrete as specified in
the approved shaft construction plan. If water is present, concrete shall be placed in
accordance with Section 6-02.3(6)B.
6-12.3(4) Trench, Grade Beam, or Spread Footing construction
Where the noise barrier wall foundations exist below the existing ground line,
excavation shall conform to Section 2-09.3(4), and to the limits and construction stages
shown in the Plans. Foundation soils found to be unsuitable shall be removed and
replaced in accordance with Section 2-09.3(1)C.
Where the noise barrier wall foundations exist above the existing ground line, the
Contractor shall place and compact backfill material in accordance with Section
2-03.3(14)C.
Concrete for trench, grade beam, or spread footing foundations shall conform to
Class 4000.
Cast-in-place concrete shall be formed, placed, and cured in accordance with Section
6-02, except that concrete for trench foundations shall be placed against undisturbed soil.
The excavation shall be backfilled in accordance with item 1 of the Compaction
subsection of Section 2-09.3(1)E.
The steel reinforcing bar cage and the noise barrier wall anchor bolts shall be
installed and rigidly braced prior to grade beam and spread footing concrete placement
to retain their configuration during concrete placement. The Contractor shall not place
individual or loose steel reinforcing bars and anchor bolts, and shall not install anchor
bolts during or after concrete placement.
6-12.3(5) cast-In-Place concrete Panel construction
Construction of cast-in-place concrete panels for noise barrier walls shall conform
to Section 6-11.3(4). For noise barrier walls with traffic barrier, the construction of the
traffic barrier shall also conform to Section 6-10.3(2).
The top of the cast-in-place concrete panels shall conform to the top of wall profile
shown in the Plans. Where a vertical step is constructed to provide elevation change
between adjacent panels, the dimension of the step shall be 2-feet. Each horizontal run
between steps shall be a minimum of 48-feet.
6-12.3(6) Precast concrete Panel Fabrication and Erection
The Contractor shall fabricate and erect the precast concrete panels in accordance
with Section 6-02.3(28), and the following requirements:
1. Concrete shall conform to Class 4000.
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2. Except as otherwise noted in the Plans and Special Provisions, all concrete
surfaces shall receive a Class 2 finish in accordance with Section 6-02.3(14)B.
3. The precast concrete panels shall be cast in accordance with Section
6-02.3(28)B. The Contractor shall cast the precast concrete panels
horizontally, with the traffic side surface cast against the form liner on the
bottom. The Contractor shall fully support the precast concrete panel to avoid
bowing and sagging surfaces.
After receiving the Engineer’s approval of the shop drawings, the Contractor
shall cast 1 precast concrete panel to be used as the sample panel. The
Contractor shall construct the sample panel in accordance with the procedure
and details specified in the shop drawings approved by the Engineer. The
Contractor shall make the sample panel available to the Engineer for approval.
Upon receiving the Engineer’s approval of the sample panel, the Contractor
shall continue production of precast concrete panels for the noise barrier wall.
All precast concrete panels will be evaluated against the sample panel for the
quality of workmanship exhibited. The sample panel shall be retained at the
fabrication site until all precast concrete panels have been fabricated and have
received the Engineer’s approval. After completing precast concrete panel
fabrication, the Contractor may utilize the sample panel as a production noise
barrier wall panel.
4. In addition to the fabrication tolerance requirements of Section 6-02.3(28)F,
the precast concrete panels for noise barrier walls shall not exceed the
following scalar tolerances:
Length and Width: ± ⅛-inch per 5-feet, not to exceed ¼-inch total.
Thickness: ± ¼-inch.
The difference obtained by comparing the measurement of the diagonal of the
face of the panels shall not be greater than ½-inch.
Dimension tolerances for the traffic barrier portion of precast concrete panels
formed with traffic barrier shapes shall conform to Section 6-10.3(2).
5. Precast concrete panels shall not be erected until the foundations for the panels
have attained a minimum compressive strength of 3,400-psi.
6. The bolts connecting the precast concrete panels to their foundation shall be
tightened to “snug tight” as defined in Section 6-03.3 (32).
7. After erection, the precast concrete panels shall not exceed the joint space
tolerances shown in the Plans. The panels shall not exceed ⅜-inch out of plumb
in any direction.
The Contractor shall seal the joints between precast concrete panels with a
backer rod and sealant system as specified. The Contractor shall seal both sides
of the joint full length.
The top of precast concrete panels shall conform to the top of wall profile shown
in the Plans. Where a vertical step is constructed to provide elevation change between
adjacent panels, the dimension of the step shall be 2-feet. Each horizontal run between
steps shall be a minimum of 48-feet.
6-12.3(7) Masonry Wall construction
Construction requirements for masonry noise barrier wall panels shall be as specified
in the Special Provisions.
6-12.3(8) Fabricating and Erecting Timber Noise Barrier Wall Panels
Construction requirements for timber noise barrier wall panels shall be as specified
in the Special Provisions.
2010 Standard Specifications M 41-10 Page 6-203
NOISE BARRIER WAllS 6-12
6-12.3(9) Access Doors and concrete landing Pads
The Contractor shall install access doors and door frames as shown in the Plans and
Standard Plans. The Contractor shall install the access doors to open toward the Roadway
side. The door frames shall be set in place with grout conforming to either Section
9-20.3(2) or Section 9-20.3(4) and placed in accordance with Section 6-02.3(20), with the
grout completely filling the void between the door frame and the noise barrier wall panel.
The Contractor shall apply 2 coats of paint, as specified in the Special Provisions, to
all exposed metal surfaces of access doors and frames, except for stainless steel surfaces.
Each coat shall be 3-mils minimum wet film thickness.
The Contractor shall construct a concrete landing pad on the Roadway side of
each access door location as shown in the Plans. The concrete shall conform to Section
6-02.3(2)B.
6-12.3(10) Finish Ground line Dressing
The Contractor shall contour and dress the ground line on both sides of the noise
barrier wall, providing the minimum cover over the foundation as shown in the Plans.
The Contractor shall contour the ground adjacent to the barrier to ensure good drainage
away from the barrier.
After the access roads are no longer needed for noise barrier wall construction
activities, the Contractor shall restore the area to the original condition. The Contractor
shall recontour the access roads to match into the surrounding ground and shall reseed all
disturbed areas in accordance with the Section 8-01 and the Special Provisions, and the
noise barrier wall access plan as approved by the Engineer.
6-12.4 Measurement
Noise barrier wall will be measured by the square foot area of 1 face of the
completed wall panel in place. Except as otherwise noted, the bottom limit for
measurement will be the top of the trench footing, spread footing, or shaft cap. For Noise
Barrier Type 5, the bottom measurement limit will be the optional construction joint at
the base of the traffic barrier. For Noise Barrier Type 7, the bottom measurement limit
will be base of the traffic barrier. For Noise Barrier Types 8, 11, 12, 14, 15, and 20, the
bottom measurement limit will be the base of the wall panel.
Noise barrier wall access door will be measured once for each access door assembly
with concrete landing pad furnished and installed.
6-12.5 Payment
Payment will be made in accordance with Section 1-04.1 for each of the following
Bid items when they are included in the Proposal:
“Noise Barrier Wall Type __”, per square foot.
The unit Contract price per square foot for “Noise Barrier Wall Type __” shall
be full pay for constructing the noise barrier walls as specified, including constructing
and removing access roads, excavating and constructing foundations and grade beams,
constructing cast-in-place concrete, and masonry wall panels, fabricating and erecting
precast concrete, and timber wall panels, applying sealer, and contouring the finish
ground line adjacent to the noise barrier walls.
“Noise Barrier Wall Access Door”, per each.
The unit Contract price per each for “Noise Barrier Wall Access Door” shall be full
pay for furnishing and installing the access door assembly as specified, including painting
the installed access door assembly and constructing the concrete landing pad.
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6-13 STRucTuRAl EARTh WAllS
6-13.1 Description
This Work consists of constructing structural earth walls (SEW).
6-13.2 Materials
Materials shall meet the requirements of the following sections:
Cement 9-01
Aggregates for Portland Cement Concrete 9-03.1
Premolded Joint Filler 9-04.1(2)
Steel Reinforcing Bar 9-07.2
Epoxy-Coated Steel Reinforcing Bar 9-07.3
Mortar 9-20.4
Concrete Curing Materials and Admixtures 9-23
Fly Ash 9-23.9
Water 9-25
Other materials required shall be as specified in the Special Provisions.
6-13.3 construction Requirements
Proprietary structural earth wall systems shall be as specified in the Special
Provisions.
6-13.3(1) Quality Assurance
The structural earth wall manufacturer shall provide a qualified and experienced
representative to resolve wall construction problems as approved by the Engineer.
The structural earth wall manufacturer’s representative shall be present at the beginning
of wall construction activities, and at other times as needed throughout construction.
Recommendations made by the structural earth wall manufacturer’s representative
and approved by the Engineer shall be followed by the Contractor.
The completed wall shall meet the following tolerances:
1. Deviation from the design batter and horizontal alignment, when measured
along a 10-foot straight edge, shall not exceed the following:
a. Welded wire faced structural earth wall: 2-inches
b. Precast concrete panel and concrete block
faced structural earth wall: ¾-inch
2. Deviation from the overall design batter of the wall shall not exceed the
following per 10-feet of wall height:
a. Welded wire faced structural earth wall: 1½-inches
b. Precast concrete panel and concrete block faced structural
earth wall: ½-inch
3. The maximum outward bulge of the face between welded wire faced structural
earth wall reinforcement layers shall not exceed 2-inches. The maximum
allowable offset in any precast concrete facing panel joint shall be ¾-inch.
The maximum allowable offset in any concrete block joint shall be ¾-inch.
4. The base of the structural earth wall excavation shall be within 3-inches of the
staked elevations, unless otherwise approved by the Engineer.
5. The external structural earth wall dimensions shall be placed within 2-inches of
that staked on the ground.
6. The backfill reinforcement layers shall be located horizontally and vertically
within 1-inch of the locations shown in the structural earth wall Working
Drawings as approved by the Engineer.
2010 Standard Specifications M 41-10 Page 6-205
STRucTuRAl EARTh WAllS 6-13
At least 5-working days prior to the Contractor beginning any structural earth
wall Work at the site, a structural earth wall preconstruction conference shall be held to
discuss construction procedures, personnel, and equipment to be used, and other elements
of structural earth wall construction. Those attending shall include:
1. (representing the Contractor) The superintendent, on site supervisors, and all
foremen in charge of excavation, leveling pad placement, concrete block and
soil reinforcement placement, and structural earth wall backfill placement
and compaction.
2. (representing the Structural Earth Wall Manufacturer) The qualified and
experienced representative of the structural earth wall manufacturer as specified
at the beginning of this Section.
3. (representing the Contracting Agency) The Project Engineer, key inspection
personnel, and representatives from the WSDOT Construction Office and
Materials Laboratory Geotechnical Services Branch.
6-13.3(2) Submittals
The Contractor, or the supplier as the Contractor’s agent, shall furnish to the
Engineer a Manufacturer’s Certificate of Compliance in accordance with Section
1-06.3, certifying that the structural earth wall materials conform to the specified material
requirements. This includes providing a Manufacturer’s Certificate of Compliance for all
concrete admixtures, cement, fly ash, steel reinforcing bars, reinforcing strips, reinforcing
mesh, tie strips, fasteners, welded wire mats, backing mats, construction geotextile for
wall facing, drainage geosynthetic fabric, block connectors, and joint materials. The
Manufacturer’s Certificate of Compliance for geogrid reinforcement shall include the
information specified in Section 9-33.4(4) for each geogrid roll, and shall specify the
geogrid polymer types for each geogrid roll.
A copy of all test results, performed by the Contractor or the Contractor’s supplier,
which are necessary to assure compliance with the Specifications, shall submitted to the
Engineer along with each Manufacturer’s Certificate of Compliance.
Before fabrication, the Contractor shall submit a field construction manual for the
structural earth walls, prepared by the wall manufacturer, to the Engineer for approval
in accordance with Section 6-01.9. This manual shall provide step-by-step directions for
construction of the wall system.
The Contractor, through the license/patent holder for the structural earth wall
system, shall submit detailed design calculations and Working Drawings to the Engineer
for approval in accordance with Section 6-01.9.
The design calculation and Working Drawing submittal shall include detailed design
calculations and all details, dimensions, quantities, and cross-sections necessary to
construct the wall. The calculations shall include a detailed explanation of any symbols,
design input, material property values, and computer programs used in the design of
the walls. All computer output submitted shall be accompanied by supporting hand
calculations detailing the calculation process. If MSEW 3.0, or a later version, is used for
the wall design, hand calculations supporting MSEW are not required.
The design calculations shall be based on the current AASHTO Standard
Specifications for Highway Bridges including current interims, and also based on the
following:
1. The factor of safety for overturning and sliding are 2.0 and 1.5 respectively
for AASHTO Load Group I, and 1.5 and 1.1 respectively for AASHTO Load
Group VII.
2. The wall surcharge conditions (backfill slope) shown in the Plans.
3. If a Highway is adjacent to and on top of the wall, a 2-foot surcharge shall be
used in the design.
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4. If the Plans detail a traffic barrier on top of the wall, the barrier and wall shall
be capable of resisting a 10,000-pound horizontal load applied at the top of
the barrier.
5. The geotechnical design parameters for the wall shall be as specified in the
Special Provisions.
6. The minimum soil reinforcement length shall be the greater dimension of the
following:
a. 0.7 times the wall design height H.
b. 6-feet 0-inches.
c. That required by design to meet internal stability design requirements, soil
bearing pressure design requirements, and constructability requirements.
A minimum of 6 sets of Working Drawings shall be fully detailed and shall include,
but not be limited to, the following items:
1. A plan and elevation sheet or sheets for each wall, containing the following:
a. An elevation view of the wall that includes the following:
i. the elevation at the top of the wall, at all horizontal and vertical break
points, and at least every 50-feet along the wall;
ii. elevations at the base of welded wire mats or the top of leveling pads
and foundations, and the distance along the face of the wall to all
steps in the welded wire mats, foundations and leveling pads;
iii. the designation as to the type of panel, block, or module;
iv. the length, size, and number of geogrids or mesh or strips, and the
distance along the face of the wall to where changes in length of the
geogrids or mesh or strips occur; or
v. the length, size, and wire sizes and spacing of the welded wire
mats and backing mats, and the distance along the face of the wall
to where changes in length, size, and wire sizes and spacing of the
welded wire mats and backing mats occur; and
vi. the location of the original and final ground line.
b. A plan view of the wall that indicates the offset from the construction
centerline to the face of the wall at all changes in horizontal alignment; the
limit of the widest module, geogrid, mesh, strip or welded wire mat, and
the centerline of any drainage Structure or drainage pipe which is behind
or passes under or through the wall.
c. General notes, if any, required for design and construction of the wall.
d. All horizontal and vertical curve data affecting wall construction.
e. A listing of the summary of quantities provided on the elevation sheet of
each wall for all items including incidental items.
f. Cross-section showing limits of construction. In fill sections, the cross-
section shall show the limits and extent of select granular backfill material
placed above original ground.
g. Limits and extent of reinforced soil volume.
2. All details including steel reinforcing bar bending details. Bar bending details
shall be in accordance with Section 9-07.1.
3. All details for foundations and leveling pads, including details for steps in the
foundations or leveling pads, as well as allowable and actual maximum bearing
pressures for AASHTO Load Groups I and VII.
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4. All modules and facing elements shall be detailed. The details shall show all
dimensions necessary to construct the element, all steel reinforcing bars in
the element, and the location of reinforcement element attachment devices
embedded in the precast concrete facing panel or concrete block.
5. All details for construction of the wall around drainage facilities, sign, signal,
luminaire, and noise barrier wall foundations, and structural abutment and
foundation elements shall be clearly shown.
6. All details for connections to traffic or pedestrian barriers, coping, parapets,
noise barrier walls, and attached lighting shall be shown.
7. All details for the traffic or pedestrian barrier attached to the top of the wall
(if shown in the Plans) including interaction with bridge approach slabs.
The Contractor shall not begin wall construction (including precast concrete facing
panel or block fabrication) until receiving the Engineer’s written approval of the material
certifications and test results, design calculations and Working Drawing submittals.
6-13.3(3) Excavation and Foundation Preparation
Excavation shall conform to Section 2-09.3(4) and to the limits and construction
stages shown in the Plans. Foundation soils found to be unsuitable shall be removed and
replaced in accordance with Section 2-09.3(1)C. The foundation for the Structure shall be
graded level for a width equal to or exceeding the length of reinforcing as shown in the
structural earth wall Working Drawings as approved by the Engineer and, for walls with
geogrid reinforcing, in accordance with Section 2-12.3. Prior to wall construction, the
foundation, if not in rock, shall be compacted as approved by the Engineer.
At the foundation level of the bottom course of precast concrete facing panels and
concrete blocks, an unreinforced concrete leveling pad shall be provided as shown in
the Plans. The leveling pad shall be cured a minimum of 12-hours and have a minimum
compressive strength of 1500-psi before placement of the precast concrete facing panels
or concrete blocks.
6-13.3(4) Precast concrete Facing Panel and concrete Block Fabrication
Concrete for precast concrete facing panels shall meet the following requirements:
1. Have a minimum 28-day compressive strength of 4,000-pounds per square
inch, unless otherwise specified in the Special Provisions for specific
proprietary wall systems.
2. Contain a water-reducing admixture meeting AASHTO M 194 Type A, D, F,
or G.
3. Be air-entrained, 6-percent ± 1½-percent.
4. Have a maximum slump of 4-inches, or 6-inches if a Type F or G water reducer
is used.
Concrete for dry cast concrete blocks shall meet the following requirements:
1. Have a minimum 28-day compressive strength of 4,000-psi.
2. Conform to ASTM C 1372, except as otherwise specified.
3. The lot of blocks produced for use in this project shall conform to the following
freeze-thaw test requirements when tested in accordance with ASTM C 1262.
Minimum acceptable performance shall be defined as weight loss at the
conclusion of 150 freeze-thaw cycles not exceeding 1-percent of the block’s
initial weight for a minimum of 4 of the 5 block specimens tested.
4. The concrete blocks shall have a maximum water absorption of 1-percent above
the water absorption content of the lot of blocks produced and successfully
tested for the freeze-thaw test specified in item 3 above.
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Precast concrete facing panels and concrete blocks will be accepted based on
successful compressive strength tests, WSDOT “Approved for Shipment” stamp or tag,
and visual inspection at the jobsite. The precast concrete facing panels and concrete
blocks shall be considered acceptable regardless of curing age when compressive test
results indicate that the compressive strength conforms to the 28-day requirements and
when the visual inspection is satisfactorily completed. Fabrication of precast concrete
facing panels and blocks shall conform to Section 6-02.3(28). Testing of dry cast concrete
blocks shall conform to ASTM C 140.
All precast concrete facing panels shall be 5-feet square, except:
1. for partial panels at the top, bottom, and ends of the wall, and
2. as otherwise shown in the Plans.
All precast concrete facing panels shall be manufactured within the following
tolerances:
1. All dimensions ± 3⁄16-inch.
2. Squareness, as determined by the difference between the 2 diagonals, shall not
exceed ½-inch.
3. Surface defects on smooth formed surfaces measured on a length of 5-feet shall
not exceed ⅛-inch. Surface defects on textured-finished surfaces measured on a
length of 5-feet shall not exceed 5⁄16-inch.
All concrete blocks shall be manufactured within the following tolerances:
1. Vertical dimensions shall be + 1⁄16-inch of the Plan dimension, and the rear
height shall not exceed the front height.
2. The dimensions of the grooves in the top and bottom faces of the concrete
blocks shall be formed within the tolerances specified by the proprietary wall
manufacturer, for the fit required for the block connectors.
3. All other dimensions shall be + ¼-inch of the Plan dimension.
Tie attachment devices, except for geosynthetic reinforcement, shall be set in place
to the dimensions and tolerances shown in the Plans prior to casting.
The forms forming precast concrete facing panels, including the forms for loop
pockets and access pockets, and the forms forming the concrete blocks, shall be removed
in accordance with the recommendations of the wall manufacturer, without damaging
the concrete.
The concrete surface for the precast concrete facing panel shall have the finish
shown in the Plans for the front face and an unformed finish for the rear face. The rear
face of the precast concrete facing panel shall be roughly screeded to eliminate open
pockets of aggregate and surface distortions in excess of ¼-inch.
The concrete surface for the front face of the concrete block shall be flat, and
shall be a conventional “split face” finish in accordance with the wall manufacturer’s
Specifications. The concrete surface of all other faces shall be Class 2 in accordance with
Section 6-02.3(14)B. The finish and appearance of the concrete blocks shall also conform
to ASTM C 1372. The color of the concrete block shall be concrete gray, unless otherwise
shown in the Plans.
The date of manufacture, production lot number, and the piece-mark, shall be clearly
marked on the rear face of each precast concrete facing panel, and marked or tagged on
each pallet of concrete blocks.
All precast concrete facing panels and concrete blocks shall be handled, stored, and
shipped in accordance with Sections 6-02.3(28)G and 6-02.3(28)H to prevent chipping,
cracks, fractures, and excessive bending stresses.
Precast concrete facing panels in storage shall be supported on firm blocking located
immediately adjacent to tie strips to avoid bending the tie strips.
2010 Standard Specifications M 41-10 Page 6-209
STRucTuRAl EARTh WAllS 6-13
6-13.3(5) Precast concrete Facing Panel and concrete Block Erection
The precast concrete facing panels shall be placed vertically. During erection,
precast concrete facing panels shall be handled by means of a lifting device set into the
upper edge of the panels.
Concrete blocks shall be erected in a running bond fashion in accordance with the
wall manufacturer’s field construction manual, and may be placed by hand. The top
surface of each course of concrete blocks, including all pockets and recesses, shall be
cleaned of backfill and all extraneous materials prior to connecting the reinforcing strips
or geosynthetic reinforcing, and placing the next course of concrete blocks. Concrete
blocks receiving geosynthetic reinforcement shall be connected as specified in the Special
Provisions. Cap block top courses shall be bonded to the lower course of concrete blocks
as specified below. All other concrete blocks shall be connected with block connectors or
pins placed into the connector slots.
Precast concrete facing panels and concrete blocks shall be placed in successive
horizontal lifts as backfill placement proceeds in the sequence shown in the structural
earth wall Working Drawings as approved by the Engineer.
External bracing is required for the initial lift for precast concrete facing panels.
As backfill material is placed behind the precast concrete facing panels, the panels
shall be maintained in vertical position by means of temporary wooden wedges placed in
the joint at the junction of the 2 adjacent panels on the external side of the wall.
Reinforcing shall be placed normal to the face of the wall, unless otherwise shown
in the Plans or directed by the Engineer. Prior to placement of the reinforcing, backfill
shall be compacted.
Geosynthetic reinforcing shall be placed in accordance with Section 2-12.3 and as
follows:
1. The Contractor shall stretch out the geosynthetic in the direction perpendicular
to the wall face to remove all slack and wrinkles, and shall hold the
geosynthetic in place with soil piles or other methods as recommended by
the geosynthetic manufacturer, before placing backfill material over the
geosynthetic to the specified cover.
2. The geosynthetic reinforcement shall be continuous in the direction
perpendicular to the wall face from the back face of the concrete panel to the
end of the geosynthetic or to the last geogrid node at the end of the specified
reinforcement length. Geosynthetic splices parallel to the wall face will not be
allowed.
At the completion of each course of concrete blocks and prior to installing any
block connectors or geosynthetic reinforcement at this level, the Contractor shall check
the blocks for level placement in all directions, and shall adjust the blocks by grinding
or rear face shimming, or other method as recommended by the structural earth wall
manufacturer’s representative and as approved by the Engineer, to bring the blocks into
a level plane.
For concrete block wall systems receiving a cap block top course, the cap blocks
shall be bonded to the lower course either with mortar conforming to Section 9-20.4(3),
or with an adhesive capable of bonding the concrete block courses together.
6-13.3(6) Welded Wire Faced Structural Earth Wall Erection
The Contractor shall erect the welded wire wall reinforcement in accordance with
the wall manufacturer’s field construction manual and as approved by the Engineer.
Construction geotextile for wall facing shall be placed between the backfill material
within the reinforced zone and the coarse granular material immediately behind the
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6-13 STRucTuRAl EARTh WAllS
welded wire wall facing, as shown in the Plans and the structural earth wall Working
Drawings as approved by the Engineer. Geosynthetic reinforcing, when used, shall be
placed in accordance with Sections 2-12.3 and 6-13.3(5).
6-13.3(7) Backfill
Backfill placement shall closely follow erection of each course of welded wire mats
and backing mats, precast concrete facing panels, or concrete blocks. Backfill shall be
placed in such a manner as to avoid any damage or disturbance to the wall materials or
misalignment of the welded wire mats and backing mats, precast concrete facing panels,
or concrete blocks. Backfill shall be placed in a manner that segregation does not occur.
The Contractor shall place wall backfill over geosynthetic reinforcement, or
construction geotextile for wall facing, in accordance with Section 2-12.3 and as follows:
1. The Contractor shall ensure that 6-inches minimum of backfill shall be between
the geogrid reinforcement, or construction geotextile for wall facing, and any
construction vehicle or equipment tires or tracks at all times.
Misalignment or distortion of the precast concrete facing panels or concrete blocks
due to placement of backfill outside the limits of this Specification shall be corrected in a
manner as approved by the Engineer.
The moisture content of the backfill material prior to and during compaction shall
be uniformly distributed throughout each layer of material. The moisture content of all
backfill material shall conform to Sections 2-03.3(14)C and 2-03.3(14)D.
Backfill shall be compacted in accordance with Method C of Section 2-03.3(14)C,
except as follows:
1. The maximum lift thickness after compaction shall not exceed 10-inches.
2. The Contractor shall decrease this lift thickness, if necessary, to obtain the
specified density.
3. The Contractor shall not use sheepsfoot rollers or rollers with protrusions for
compacting backfill reinforced with geosynthetic layers, or for compacting the
first lift of backfill above the construction geosynthetic for wall facing for each
layer of welded wire mats. Rollers shall have sufficient capacity to achieve
compaction without causing distortion to the face of the wall in accordance
with the tolerances specified in Section 6-13.3(1).
4. The Contractor shall compact the zone within 3-feet of the back of the wall
facing panels without causing damage to or distortion of the wall facing
elements (welded wire mats, backing mats, construction geotextile for wall
facing, precast concrete facing panels, and concrete blocks) by using a plate
compactor as approved by the Engineer. No soil density tests will be taken
within this area.
5. For wall systems with geosynthetic reinforcement, the minimum compacted
backfill lift thickness of the first lift above each geosynthetic reinforcement
layer shall be 6-inches.
At the end of each day’s operation, the Contractor shall shape the last level of
backfill to permit runoff of rainwater away from the wall face. In addition, the Contractor
shall not allow surface runoff from adjacent areas to enter the wall construction site.
Wall materials damaged or disturbed during backfill placement shall be either
removed and replaced, or adjusted and repaired, by the Contractor as approved by the
Engineer at no additional expense to the Contracting Agency.
2010 Standard Specifications M 41-10 Page 6-211
STRucTuRAl EARTh WAllS 6-13
6-13.3(8) Guardrail Placement
Where guardrail posts are required, the Contractor shall not begin installing
guardrail posts until completing the structural earth wall to the top of wall elevation
shown in the Plans. The Contractor shall install the posts in a manner that prevents
movement of the precast concrete facing panels or concrete blocks, and prevents ripping,
tearing, or pulling of the wall reinforcement.
The Contractor may cut welded wire reinforcement of welded wire faced structural
earth walls to facilitate placing the guardrail posts, but only in the top 2 welded wire
reinforcement layers and only with the approval of the Engineer in a manner that prevents
bulging of the wall face and prevents ripping or pulling of the welded wire reinforcement.
Holes through the welded wire reinforcement shall be the minimum size necessary for the
post. The Contractor shall demonstrate to the Engineer prior to beginning guardrail post
installation that the installation method will not rip, tear, or pull the wall reinforcement.
The Contractor shall place guardrail posts between the reinforcing strips, reinforcing
mesh, and tie strips of the non-geosynthetic reinforced precast concrete panel or concrete
block faced structural earth walls. Holes through the reinforcement of geosynthetic
reinforced walls, if necessary, shall be the minimum size necessary for the guardrail post.
6-13.3(9) SEW Traffic Barrier and SEW Pedestrian Barrier
The Contractor, in conjunction with the structural earth wall manufacturer, shall
design and detail the SEW traffic barrier and SEW pedestrian barrier in accordance with
Section 6-13.3(2) and the above ground geometry details shown in the Plans. The barrier
Working Drawings and supporting calculations shall include, but not be limited to, the
following:
1. Complete details of barrier cross section geometry, including the portion below
ground, and accommodations necessary for bridge approach slabs, PCCP,
drainage facilities, underground utilities, and sign support, luminaire pole,
traffic signal standard, and other barrier attachments.
2. Details of the steel reinforcement of the barrier, including a bar list and bending
diagram in accordance with Section 6-02.3(24), and including additional
reinforcement required at sign support, luminaire pole, traffic signal standard,
and other barrier attachment locations.
3. Details of the interface of, and the interaction between, the barrier and the top
layers of structural earth wall reinforcement and facing.
4. When the Plans specify placement of conduit pipes through the barrier, details
of conduit pipe and junction box placement.
SEW traffic barrier and SEW pedestrian barrier shall be constructed in accordance
with Sections 6-02.3(11)A and 6-10.3(2), and the details in the Plans and in the structural
earth wall Working Drawings as approved by the Engineer. The moment slab supporting
the SEW traffic or pedestrian barrier shall be continuously wet cured for 3-days in
accordance with Section 6-02.3(11).
6-13.4 Measurement
Structural earth wall will be measured by the square foot of completed wall in place.
The bottom limits for vertical measurement will be the bottom of the bottom mat, for
welded wire faced structural earth walls, or the top of the leveling pad (or bottom of wall
if no leveling pad is present) for precast concrete panel or concrete block faced structural
earth walls. The top limit for vertical measurement will be the top of wall as shown in the
Plans. The horizontal limits for measurement are from the end of the wall to the end of
the wall.
Backfill for structural earth wall including haul will be measured by the cubic yard
in place determined by the limits shown in the Plans.
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6-13 STRucTuRAl EARTh WAllS
SEW traffic barrier, and SEW pedestrian barrier will be measured as specified in
Section 6-10.4 for cast-in-place concrete barrier.
Structure excavation Class B, Structure excavation Class B including haul, and
shoring or extra excavation Class B, will be measured in accordance with Section 2-09.4.
6-13.5 Payment
Payment will be made in accordance with Section 1-04.1 for each of the following
Bid items when they are included in the Proposal:
“Structural Earth Wall”, per square foot.
All costs in connection with furnishing materials for, and constructing, structural
earth walls, including constructing leveling pads when specified, shall be included in the
unit Contract price per square foot for “Structural Earth Wall”.
“Backfill for Structural Earth Wall Incl. Haul”, per cubic yard.
All costs in connection with furnishing and placing backfill for structural earth wall,
including hauling and compacting the backfill, and furnishing and placing the wall facing
backfill for welded wire faced structural earth walls, shall be included in the unit Contract
price per cubic yard for “Backfill for Structural Earth Wall Incl. Haul”.
“SEW Traffic Barrier”, per linear foot.
“SEW Pedestrian Barrier”, per linear foot.
The unit Contract price per linear foot for “SEW ___ Barrier” shall be full pay for
constructing the barrier on top of the structural earth wall, except that when these Bid
items are not included in the Proposal, all costs in connection with performing the Work
as specified shall be included in the unit Contract price per square foot for “Structural
Earth Wall”.
“Structure Excavation Class B”, per cubic yard.
“Structure Excavation Class B Incl. Haul”, per cubic yard.
“Shoring Or Extra Excavation Class B”, per square foot.
2010 Standard Specifications M 41-10 Page 6-213
GEOSyNThETIc RETAINING WAllS 6-14
6-14 GEOSyNThETIc RETAINING WAllS
6-14.1 Description
This Work consists of constructing geosynthetic retaining walls, including those
shown in the Standard Plans.
6-14.2 Materials
Materials shall meet the requirements of the following sections:
Gravel Borrow For Geosynthetic Retaining Wall 9-03.14(4)
Construction Geosynthetic 9-33
The requirements specified in Section 2-12.2 for geotextile shall also apply to
geosynthetic and geogrid materials used for permanent and temporary geosynthetic
retaining walls.
Other materials required shall be as specified in the Special Provisions.
6-14.3 construction Requirements
Temporary geosynthetic retaining walls are defined as those walls and wall
components constructed and removed or abandoned before the Physical Completion Date
of the project or as shown in the Plans. All other geosynthetic retaining walls shall be
considered as permanent.
6-14.3(1) Quality Assurance
The Contractor shall complete the base of the retaining wall excavation to
within plus or minus 3-inches of the staked elevations unless otherwise directed by the
Engineer. The Contractor shall place the external wall dimensions to within plus or minus
2-inches of that staked on the ground. The Contractor shall space the reinforcement layers
vertically and place the overlaps to within plus or minus 1-inch of that shown in
the Plans.
The completed wall(s) shall meet the following tolerances:
Permanent
Wall
Temporary
Wall
Deviation from the design batter and horizontal alignment
for the face when measured along a 10-foot straight edge
at the midpoint of each wall layer shall not exceed:
3-inches 5-inches
Deviation from the overall design batter per 10-feet of wall
height shall not exceed:
2-inches 3-inches
Maximum outward bulge of the face between backfill
reinforcement layers shall not exceed:
4-inches 6-inches
6-14.3(2) Submittals
A minimum of 14 calendar days prior to beginning construction of each wall the
Contractor shall submit detailed plans for each wall in accordance with Section 6-01.9.
As a minimum, the submittals shall include the following:
1. Detailed wall plans showing the actual lengths proposed for the geosynthetic
reinforcing layers and the locations of each geosynthetic product proposed for
use in each of the geosynthetic reinforcing layers.
2. The Contractor’s proposed wall construction method, including proposed
forming systems, types of equipment to be used, proposed erection
sequence and details of how the backfill will be retained during each stage
of construction.
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6-14 GEOSyNThETIc RETAINING WAllS
3. Manufacturer’s Certificate of Compliance, samples of the retaining wall
geosynthetic and sewn seams for the purpose of acceptance as specified.
4. Details of geosynthetic retaining wall corner construction, including details of
the positive connection between the wall sections on both sides of the corner.
5. Details of terminating a top layer of retaining wall geosynthetic and backfill
due to a changing retaining wall profile.
Approval of the Contractor’s proposed wall construction details and methods shall
not relieve the Contractor of their responsibility to construct the walls in accordance with
the requirements of these Specifications.
6-14.3(3) Excavation and Foundation Preparation
Excavation shall conform to Section 2-09.3(4), and to the limits and construction
stages shown in the Plans. Foundations soils found to be unsuitable shall be removed and
replaced in accordance with Section 2-09.3(1)C.
The Contractor shall direct all surface runoff from adjacent areas away from the
retaining wall construction site.
6-14.3(4) Erection and Backfill
The Contractor shall begin wall construction at the lowest portion of the excavation
and shall place each layer horizontally as shown in the Plans. The Contractor shall
complete each layer entirely before beginning the next layer.
Geotextile splices shall consist of a sewn seam or a minimum 1-foot 0-inches
overlap. Geogrid splices shall consist of adjacent geogrid strips butted together and
fastened using hog rings, or other methods approved by the Engineer, in such a manner
to prevent the splices from separating during geogrid installation and backfilling. Splices
exposed at the wall face shall prevent loss of backfill material through the face. The
splicing material exposed at the wall face shall be as durable and strong as the material
to which the splices are tied. The Contractor shall offset geosynthetic splices in one layer
from those in the other layers such that the splices shall not line up vertically. Splices
parallel to the wall face will not be allowed, as shown in the Plans.
The Contractor shall stretch out the geosynthetic in the direction perpendicular to the
wall face to ensure that no slack or wrinkles exist in the geosynthetic prior to backfilling.
For geogrids, the length of the reinforcement required as shown in the Plans shall be
defined as the distance between the geosynthetic wrapped face and the last geogrid node
at the end of the reinforcement in the wall backfill.
The Contractor shall place fill material on the geosynthetic in lifts such that
6-inches minimum of fill material is between the vehicle or equipment tires or tracks
and the geosynthetic at all times. The Contractor shall remove all particles within the
backfill material greater than 3-inches in size. Turning of vehicles on the first lift above
the geosynthetic will not be permitted. The Contractor shall not end dump fill material
directly on the geosynthetic without the prior approval of the Engineer.
Should the geosynthetic be damaged or the splices disturbed, the backfill around
the damaged or displaced area shall be removed and the damaged strip of geosynthetic
replaced by the Contractor at no expense to the Contracting Agency.
The Contractor shall use a temporary form system to prevent sagging of the
geosynthetic facing elements during construction. A typical example of a temporary form
system and sequence of wall construction required when using this form are detailed
in the Plans. Soil piles or the geosynthetic manufacturer’s recommended method, in
combination with the forming system shall be used to hold the geosynthetic in place until
the specified cover material is placed.
2010 Standard Specifications M 41-10 Page 6-215
GEOSyNThETIc RETAINING WAllS 6-14
The Contractor shall place and compact the wall backfill in accordance with the wall
construction sequence detailed in the Plans and Method C of Section 2-03.3(14)C, except
as follows:
1. The maximum lift thickness after compaction shall not exceed 10-inches
2. The Contractor shall decrease this lift thickness, if necessary, to obtain the
specified density.
3. Rollers shall have sufficient capacity to achieve compaction without causing
distortion to the face of the wall in accordance with Section 6-14.3(1).
4. The Contractor shall not use sheepsfoot rollers or rollers with protrusions.
5. The Contractor shall compact the zone within 3-feet of the back of the wall
facing panels without causing damage to or distortion of the wall facing
elements (welded wire mats, backing mats, construction geotextile for wall
facing, precast concrete facing panels, and concrete blocks) by using a plate
compactor as approved by the Engineer. No soil density tests will be taken
within this area.
6. For wall systems with geosynthetic reinforcement, the minimum compacted
backfill lift thickness of the first lift above each geosynthetic reinforcement
layer shall be 6-inches.
The Contractor shall construct wall corners at the locations shown in the Plans, and
in accordance with the wall corner construction sequence and method submitted by the
Contractor and approved by the Engineer. Wall angle points with an interior angle of less
than 150-degrees shall be considered to be a wall corner. The wall corner shall provide a
positive connection between the sections of the wall on each side of the corner such that
the wall backfill material cannot spill out through the corner at any time during the design
life of the wall. The Contractor shall construct the wall corner such that the wall sections
on both sides of the corner attain the full geosynthetic layer embedment lengths shown in
the Plans.
Where required by retaining wall profile grade, the Contractor shall terminate
top layers of retaining wall geosynthetic and backfill in accordance with the method
submitted by the Contractor and approved by the Engineer. The end of each layer at the
top of the wall shall be constructed in a manner that prevents wall backfill material from
spilling out the face of the wall throughout the life of the wall. If the profile of the top
of the wall changes at a rate of 1:1 or steeper, this change in top of wall profile shall be
considered to be a corner.
6-14.3(5) Guardrail Placement
The Contractor shall install guardrail posts as shown in the Plans after completing
the wall, but before the permanent facing is installed. The Contractor shall install the
posts in a manner that prevents bulging of the wall face and prevents ripping, tearing, or
pulling of the geosynthetic reinforcement. Holes through the geosynthetic reinforcement
shall be the minimum size necessary for the post. The Contractor shall demonstrate to the
Engineer prior to beginning guardrail post installation that the installation method will
not rip, tear, or pull the geosynthetic reinforcement.
6-14.3(6) Permanent Facing
The Contractor shall apply a permanent facing to the surface of all permanent
geosynthetic retaining walls as shown in the Plans. Shotcrete facing, if shown in the
Plans, shall conform to Section 6-18. Concrete fascia panel, if shown in the Plans, shall
conform to Section 6-15.3(9).
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6-14 GEOSyNThETIc RETAINING WAllS
6-14.3(7) Geosynthetic Retaining Wall Traffic Barrier and Geosynthetic Retaining
Wall Pedestrian Barrier
Geosynthetic wall traffic barrier (single slope and f-shape) and geosynthetic
retaining wall pedestrian barrier shall be constructed in accordance with Sections
6-02.3(11)A and 6-10.3(2), and the details in the Plans. The moment slab supporting
the geosynthetic wall traffic barrier and geosynthetic wall pedestrian barrier shall be
continuously wet cured for 3-days in accordance with Section 6-02.3(11).
6-14.4 Measurement
Permanent geosynthetic retaining wall and temporary geosynthetic retaining wall
will be measured by the square foot of face of completed wall. Corner wrap area and
extensions of the geosynthetic wall beyond the area of wall face shown in the Plans or
staked by the Engineer are considered incidental to the wall construction and will not
be included in the measurement of the square foot of face of completed geosynthetic
retaining wall.
Gravel borrow for geosynthetic retaining wall backfill will be measured as specified
in Section 2-03.4.
Shotcrete facing and concrete fascia panel will be measured by the square foot
surface area of the completed facing or fascia panel, measured to the neat lines of the
facing or panel as shown in the Plans. When a footing is required, the measurement of the
fascia panel area will include the footing.
Geosynthetic wall single slope traffic barrier, geosynthetic wall f-shape traffic
barrier, and geosynthetic retaining wall pedestrian barrier will be measured as specified in
Section 6-10.4 for cast-in-place concrete barrier.
Structure excavation Class B, Structure excavation Class B including haul, and
shoring or extra excavation Class B, will be measured in accordance with Section 2-09.4.
6-14.5 Payment
Payment will be made in accordance with Section 1-04.1 for each of the following
Bid items when they are included in the Proposal:
“Geosynthetic Retaining Wall”, per square foot.
“Temporary Geosynthetic Retaining Wall”, per square foot.
All costs in connection with constructing the temporary or permanent geosynthetic
retaining wall as specified shall be included in the unit Contract price per square foot
for “Geosynthetic Retaining Wall” and “Temporary Geosynthetic Retaining Wall”,
including compaction of the backfill material and furnishing and installing the temporary
forming system.
“Gravel Borrow for Geosynthetic Ret. Wall Incl. Haul”, per ton or per cubic yard.
All costs in connection with furnishing and placing backfill material for temporary
or permanent geosynthetic retaining walls as specified shall be included in the unit
Contract price per ton or per cubic yard for “Gravel Borrow for Geosynthetic Ret. Wall
Incl. Haul”.
“Concrete Fascia Panel”, per square foot.
All costs in connection with constructing the concrete fascia panels as specified
shall be included in the unit Contract price per square foot for “Concrete Fascia Panel”,
including all steel reinforcing bars, premolded joint filler, polyethylene bond breaker
strip, joint sealant, PVC pipe for weep holes, exterior surface finish, and pigmented sealer
(when specified).
Shotcrete facing will be paid for in accordance with Section 6-18.5.
“Geosynthetic Wall Single Slope Traffic Barrier”, per linear foot.
2010 Standard Specifications M 41-10 Page 6-217
GEOSyNThETIc RETAINING WAllS 6-14
“Geosynthetic Wall F-Shape Traffic Barrier”, per linear foot.
“Geosynthetic Retaining Wall Pedestrian Barrier”, per linear foot.
The unit Contract price per linear foot for “Geosynthetic Wall Single Slope Traffic
Barrier”, “Geosynthetic Wall F-Shape Traffic Barrier”, and “Geosynthetic Retaining Wall
Pedestrian Barrier” shall be full pay for constructing the barrier on top of the geosynthetic
retaining wall.
“Structure Excavation Class B”, per cubic yard.
“Structure Excavation Class B Incl. Haul”, per cubic yard.
“Shoring Or Extra Excavation Class B”, per square foot.
Page 6-218 2010 Standard Specifications M 41-10
6-15 SOIl NAIl WAllS
6-15 SOIl NAIl WAllS
6-15.1 Description
This Work consists of constructing soil nail walls.
6-15.2 Materials
Materials shall meet the requirements of the following sections:
Grout 9-20.3
Prefabricated Drainage Mat 9-33.2(3)
Other materials required, including materials for soil nails, shall be as specified in
the Special Provisions.
6-15.3 construction Requirements
6-15.3(1) General Description
Soil nailing shall consist of excavating to the layer limits shown in the Plans, drilling
holes at the specified angle into the native material, placing and grouting epoxy coated or
encapsulated steel reinforcing bars (soil nails) in the drilled holes, placing prefabricated
drainage material and steel reinforcement, and applying a shotcrete facing over the steel
reinforcement. After completing the wall to full height, the Contractor shall construct the
concrete fascia panels as shown in the Plans.
All proprietary items used in the soil nailed Structure shall be installed in
accordance with the manufacturer’s recommendations. In the event of a conflict between
the manufacturer’s recommendations and these Specifications, these Specifications
shall prevail.
6-15.3(2) contractor’s Experience Requirements
The Contractor or Subcontractor performing this Work shall have completed at least
5 projects, within the last 5-years, involving construction of retaining walls using soil
nails or ground anchors or shall have completed the construction of 2 or more projects
totaling at least 15,000-square feet of retaining wall with a minimum total of 500 soil
nails or ground anchors.
The Contractor shall assign an engineer with at least 3-years of experience in the
design and construction of permanently anchored or nailed Structures to supervise the
Work. The Contractor shall not use consultants or manufacturer’s representatives in order
to meet the requirements of this section. Drill operators and on-site supervisors shall have
a minimum of 1-year experience installing permanent soil nails or ground anchors.
Contractors or Subcontractors that are specifically prequalified in Class 36 Work will
be considered to have met the above experience requirements.
6-15.3(3) Submittals
Work shall not begin on any soil nail wall system until the Engineer has approved
all of the required submittals. The Contractor shall submit the following information in
accordance with Section 6-01.9 not less than 30-calendar days prior to the start of wall
excavation.
1. A brief description of each project satisfying the Contractors Experience
Requirements with the Owner’s name and current phone number (this item is
not required if the Contractor or Subcontractor is prequalified in Class 36).
2. A list identifying the following personnel assigned to this project and their
experience with permanently anchored or nailed Structures:
a. Supervising Engineer
b. Drill Operators
c. On-site Supervisors who will be assigned to the project.
2010 Standard Specifications M 41-10 Page 6-219
SOIl NAIl WAllS 6-15
3. The proposed detailed construction procedure that includes:
a. Proposed method(s) of excavation of the soil and/or rock.
b. A plan for the removal and control of groundwater encountered during
excavation, drilling, and other earth moving activities. Include a list of the
equipment used to remove and control groundwater.
c Proposed drilling methods and equipment.
d. Proposed hole diameter(s).
e. Proposed method of soil nail installation.
f. Mix design for grout conforming to Section 9-20.3(1) and procedures for
placing the grout.
g. Shotcrete mix design with compressive strength test results.
h. Procedures for placing the shotcrete (include placement in conditions
when ground water is encountered).
i. Encapsulation system for additional corrosion protection selected for the
soil nails and anchorages requiring encapsulation.
4. Detailed Working Drawings of the method proposed for the soil nail testing that
includes:
a. All necessary drawings and details to clearly describe the proposed system
of jacking support, framing, and bracing to be used during testing.
b. Calibration data for each load cell, test jack, pressure gauge, stroke
counter on the grout pump, and master gauge to be used. The calibration
tests shall have been performed by an independent testing Laboratory,
and tests shall have been performed within 60-calendar days of the date
submitted. Testing or Work shall not commence until the Engineer has
approved the load cell, jack, pressure gage, and master pressure gauge
calibrations.
5. Certified mill test results and typical stress-strain curves along with samples
from each heat, properly marked, for the soil nail steel. The typical stress-
strain curve shall be obtained by approved standard practices. The guaranteed
ultimate strength, yield strength, elongation, and composition shall be specified.
6-15.3(4) Preconstruction conference
A soil nail preconstruction conference shall be held at least 5-working days prior to
the Contractor beginning any permanent soil nail Work at the site to discuss construction
procedures, personnel and equipment to be used. The list of materials specified on the
Record of Materials Form (ROM) for this item of Work will also be discussed. Those
attending shall include:
1. (representing the Contractor) The superintendent, on site supervisors, and all
foremen in charge of excavating the soil face, drilling the soil nail hole, placing
the soil nail and grout, placing the shotcrete facing, and tensioning and testing
the soil nail.
2. (representing the Contracting Agency) The Project Engineer, key inspection
personnel, and representatives from the WSDOT Construction Office and
Materials Laboratory Geotechnical Services Branch.
If the Contractor’s key personnel change, or if the Contractor proposes a significant
revision of the approved permanent soil nail installation plan, an additional conference
shall be held before any additional permanent soil nail operations are performed.
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6-15.3(5) Earthwork
The ground contour above the wall shall be established to its final configuration and
slope as shown in the Plans prior to beginning excavation of the soil for the first row of
soil nails. All excavation shall conform to Section 2-03.
The excavation shall proceed from the top down in a horizontal lift sequence with
the ground level excavated no more than 3-feet below the elevation of the row of nails to
be installed in that lift. The excavated vertical wall face shall not be left unshored more
than 24-hours for any reason. A lift shall not be excavated until the nail installation and
reinforced shotcrete placement for the preceding lift has been completed and accepted.
After a lift is excavated, the cut surface shall be cleaned of all loose materials, mud,
rebound, and other foreign matter that could prevent or reduce shotcrete bond.
The accuracy of the ground cut shall be such that the required thickness of shotcrete
can be placed within a tolerance of plus or minus 2-inches from the defined face of the
wall, and over excavation does not damage overlying shotcrete sections by undermining
or other causes.
The Contractor should review the geotechnical recommendations report prepared
for this project for further information on the soil conditions at the location of each
wall. Copies of the geotechnical recommendations report are available for review by
prospective Bidders at the location identified in the Special Provisions.
6-15.3(6) Soil Nailing
The Contractor shall not handle and transport the encapsulated soil nails until the
encapsulation grout has reached sufficient strength to resist damage during handling.
The Contractor shall handle the encapsulated soil nails in such a manner to prevent large
deflections or distortions during handling. When handling or transporting encapsulated
soil nails, the Contractor shall provide slings or other equipment necessary to prevent
damage to the soil nails and the corrosion protection. The Engineer may reject any
encapsulated nail which is damaged during transportation or handling. Damaged
or defective encapsulation shall be repaired in accordance with the manufacturer’s
recommendations and as approved by the Engineer.
Soil nails shall be handled and sorted in such a manner as to avoid damage or
corrosion. Prior to inserting a soil nail in the drilled hole, the Contractor and the Engineer
will examine the soil nail for damage. If, in the opinion of the Engineer, the epoxy
coating or bar has been damaged, the nail shall be repaired. If, in the opinion of the
Engineer, the damage is beyond repair, the soil nail shall be rejected.
If, in the opinion of the Engineer, the epoxy coating can be repaired, the Contractor
shall patch the coating with an Engineer approved patching material.
Nail holes shall be drilled at the locations shown in the Plans or as staked by the
Engineer. The nails shall be positioned plus or minus 6-inches from the theoretical
location shown in the Plans. The Contractor shall select the drilling method and the
grouting pressure used for the installation of the soil nail. The drill hole shall be
located so that the longitudinal axis of the drill hole and the longitudinal axis of the
nail are parallel. At the point of entry the soil nail shall be installed within plus or minus
3-degrees of the inclination from horizontal shown in the Plans, and the nail shall be
within plus or minus 3-degrees of a line drawn perpendicular to the face of the wall
unless otherwise shown in the Plans.
Water or other liquids shall not be used to flush cuttings during drilling, but air
may be used. After drilling, the nail shall be installed and fully grouted before placing
the shotcrete facing. The nail shall be inserted into the drilled hole with centralizers to
the desired depth in such a manner as to prevent damage to the drilled hole, sheathing
or epoxy during installation. The centralizers shall provide a minimum of 0.5-inches
of grout cover over the soil nail and shall be spaced no further than 8-feet apart. When
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the soil nail cannot be completely inserted into the drilled hole without difficulty, the
Contractor shall remove the nail from the drilled hole and clean or redrill the hole to
permit insertion. Partially inserted soil nails shall not be driven or forced into the hole.
Subsidence, or any other detrimental impact from drilling shall be cause for immediate
cessation of drilling and repair of all damages in a manner approved by the Engineer at
no additional cost to the Contracting Agency.
If caving conditions are encountered, no further drilling will be allowed until
the Contractor selects a method to prevent ground movement. The Contractor may
use temporary casing. The Contractor’s method to prevent ground movement shall be
approved by the Engineer. The casings for the nail holes, if used, shall be removed as the
grout is being placed.
Where necessary for stability of the excavation face, a sealing layer of shotcrete may
be placed before drilling is started, or the Contractor shall have the option of drilling and
grouting of nails through a stabilizing berm of native soil at the face of the excavation.
The stabilizing berm shall extend horizontally from the soil face and from the face of
the shotcrete a minimum distance of 1-foot, and shall be cut down from that point at
a safe slope, no steeper than 1H:1V unless approved by the Engineer. The berm shall
be excavated to final grade after installation and full length grouting of the nails. Nails
damaged during berm excavation shall be repaired or replaced by the Contractor, to the
satisfaction of the Engineer, at no added cost to the Contracting Agency.
If sections of the wall are constructed at different times than the adjacent soil nail
sections, the Contractor shall use stabilizing berms, temporary slopes, or other measures,
as approved by the Engineer, to prevent sloughing or failure of the adjacent soil nail
sections.
If cobbles and boulders are encountered at the soil face during excavation, the
Contractor shall remove all cobbles and boulders that protrude from the soil face into the
design wall section and fill the void with shotcrete. All shotcrete used to fill voids created
by removal of cobbles and boulders shall be incidental to shotcrete facing.
The grout equipment shall produce a grout free of lumps and undispersed cement.
A positive displacement grout pump shall be used. The pump shall be equipped with a
pressure gauge near the discharge end to monitor grout pressures. The pressure gauge
shall be capable of measuring pressures of at least 150-psi or twice the actual grout
pressures used by the Contractor, whichever is greater. The grouting equipment shall be
sized to enable the grout to be pumped in 1 continuous operation. The mixer shall be
capable of continuously agitating the grout.
The grout shall be injected from the lowest point of the drilled hole. The grout shall
be pumped through grout tubes after insertion of the soil nail. The quantity of the grout
and the grout pressures shall be recorded. The grout pressures and grout takes shall be
controlled to prevent excessive ground heave.
6-15.3(7) Shotcrete Facing
Prior to placing any shotcrete on an excavated layer, the Contractor shall vertically
center prefabricated drainage mat between the columns of nails as shown in the Plans.
The prefabricated drainage mat shall be installed in accordance with the manufacturer’s
recommendations. The permeable drain side shall be placed against the exposed soil
face. The prefabricated drainage mat shall be installed after each excavation lift and shall
be hydraulically connected with the prefabricated drainage mat previously placed, such
that the vertical flow of water is not impeded. The Contractor shall tape all joints in the
prefabricated drainage mat to prevent shotcrete intrusion during shotcrete application.
The Contractor shall place steel reinforcing bars and welded wire fabric, and apply
the shotcrete facing in accordance with Section 6-18 and the details shown in the Plans.
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The shotcrete shall be constructed to the minimum thickness as shown in the
Plans. Costs associated with additional thickness of shotcrete due to over excavation or
irregularities in the cut face shall be borne by the Contractor.
Each soil nail shall be secured at the shotcrete facing with a steel plate as shown in
the Plans. The plate shall be seated on a wet grout pad of a pasty consistency similar to
that of mortar for brick-laying. The nut shall then be sufficiently tightened to achieve full
bearing surface behind the plate. After the shotcrete and grout have had time to gain the
specified strength, the nut shall be tightened with at least 100-foot-pounds of torque.
6-15.3(8) Soil Nail Testing and Acceptance
Both verification and proof testing of the nails is required. The Contractor shall
supply all materials, equipment, and labor to perform the tests. The Contractor shall
submit all test data to the Engineer. Soil nails used for verification tests and proof tests
shall not be production soil nails, but instead shall be separate sacrificial soil nails not
otherwise incorporated into the Work.
The testing equipment shall include a dial gauge or vernier scale capable of
measuring to 0.001-inch of the ground anchor movement. A hydraulic jack and pump
shall be used to apply the test load. The movement-measuring device shall have
a minimum travel equal to the theoretical elastic elongation of the total nail length
plus 1-inch. The dial gauge or vernier scale shall be aligned so that its axis is within
5-degrees from the axis of the nail and shall be monitored with a reference system
that is independent of the jacking system and excavation face.
The jack and pressure gauge shall be calibrated by an independent testing
Laboratory as a unit. Each load cell, test jack and pressure gauge, grout pump stroke
counter, and master gauge, shall be calibrated as specified in Section 6-15.3(3) item
4b. Additionally, the Contractor shall not use load cells, test jacks and pressure gauges,
grout pump stroke counters, and master gauges, greater than 60-calendar days past
their most recent calibration date, until such items are re-calibrated by an independent
testing Laboratory.
The pressure gauge shall be graduated in increments of either 100-psi or 2-percent
of the maximum test load, whichever is less. The pressure gauge shall be selected to place
the maximum test load within the middle ⅔ of the range of the gauge. The ram travel of
the jack shall not be less than the theoretical elastic elongation of the total length at the
maximum test load plus 1-inch. The jack shall be independently supported and centered
over the nail so that the nail does not carry the weight of the jack. The Contractor shall
have a second calibrated jack pressure gauge at the site. Calibration data shall provide a
specific reference to the jack and the pressure gauge.
The loads on the nails during the verification and proof tests shall be monitored to
verify consistency of load – defined as maintaining the test load within 5-percent of the
specified value. Verification and proof test loads less than 20,000-pounds or sustained
for 5-minutes or less shall be monitored by the jack pressure gauge alone. Verification
and proof test loads equal to or greater than 20,000-pounds and sustained for longer than
5-minutes shall be monitored with the assistance of an electric or hydraulic load cell. The
Contractor shall provide the load cell, the readout device, and a calibration curve from
the most recent calibration as specified in Section 6-15.3(3), item 4b. The load cell shall
be selected to place the maximum test load within the middle ⅔ of the range of the load
cell. The load cell shall be mounted between the jack and the anchor plate. The stressing
equipment shall be placed over the nail in such a manner that the jack bearing plates, load
cell and stressing anchorage are in alignment.
Nails to be tested shall be initially grouted no closer to the excavation face than the
dimension shown in the Plans. After placing the grout, the nail shall remain undisturbed
until the grout has reached strength sufficient to provide resistance during testing. Test
2010 Standard Specifications M 41-10 Page 6-223
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nails shall be left in the ground after testing, with the exposed portion of the test nail cut
and removed to 2-feet behind the excavated face or inside face of shotcrete. The drill
holes for test nails shall be completely backfilled with grout or nonstructural filler after
testing on those test nails has been completed.
Load testing shall be performed against a temporary reaction frame with bearing
pads that bear directly against the existing soil or the shotcrete facing. Bearing pads shall
be kept a minimum of 12-inches from the edges of the drilled hole and the load shall be
distributed to prevent failure of the soil face or fracture of the shotcrete. The Contractor
shall submit reaction frame working drawings to the Engineer for approval in accordance
with Section 6-01.9.
The soil nail load monitoring procedure for verification and proof test load greater
than 20,000-pounds and sustained for longer than 5-minutes shall be as follows:
1. For each increment of load, attainment of the load shall be initially established
and confirmed by the reading taken from the jack gauge.
2. Once the soil nail anchor load has been stabilized, based on the jack gauge
reading, the load cell readout device shall immediately be read and recorded to
establish the load cell reading to be used at this load. The load cell reading is
intended only as a confirmation of a stable soil nail load, and shall not be taken
as the actual load on the soil nail.
3. During the time period that the load on the soil nail is held at this load
increment, the Contractor shall monitor the load cell reading. The Contractor
shall adjust the jack pressure as necessary to maintain the initial load cell
reading. Jack pressure adjustment for any other reason will not be allowed.
4. Soil nail elongation measurements shall be taken at each load increment as
specified in Sections 6-15.3(8)A and 6-15.3(8)B.
5. Steps 1 through 4 shall be repeated at each increment of load, in accordance
with the load sequence specified in Sections 6-15.3(8)A and 6-15.3(8)B.
6-15.3(8)A Verification Testing
Verification testing shall be performed on nails installed within the pattern of
production nails to verify the Contractor’s procedures, hole diameter, and design
assumptions. No drilling or installation of production nails will be permitted in any
ground/rock unit unless successful verification testing of anchors in that unit has been
completed and approved by the Engineer, using the same equipment, methods, nail
inclination, nail length, and hole diameter as planned for the production nails. Changes
in the drilling or installation method may require additional verification testing as
determined by the Engineer and shall be done at no additional expense to the Contracting
Agency. Verification tests may be performed prior to excavation for the soil nail wall.
Successful verification tests are required within the limits as specified in the Special
Provisions. Test nail locations within these limits shall be at locations selected by the
Engineer.
The design details of the verification testing, including the system for distributing
test load pressures to the excavation surface and appropriate nail bar size and reaction
plate, shall be developed by the Contractor, subject to approval by the Engineer. The
intent is to stress the bond between the grout and the surrounding soil/rock to at least
twice the design load transfer. Prior to beginning verification testing, the Contractor shall
measure and record the length of the nonbonded zone for each verification test soil nail.
The bar shall be proportioned such that the maximum stress at 200-percent of the
test load does not exceed 80-percent of the yield strength of the steel. The jack shall be
positioned at the beginning of the test such that unloading and repositioning of the jack
during the test will not be required. The verification tests shall be made by incrementally
loading the nails in accordance with the following schedule of hold time:
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AL 1-minute
0.25TL 10-minutes
0.50TL 10-minutes
0.75TL 10-minutes
1.00TL 10-minutes
1.25TL 10-minutes
1.50TL 60-minutes
1.75TL 10-minutes
2.00TL 10-minutes
AL = Nail Alignment Load
TL = Nail Test Load
The test load shall be determined by the following equation = Test Load (TL) =
Bond Length (BL) X Design Load Transfer (DLT).
The load shall be applied in increments of 25-percent of the test load. Each load
increment shall be held for at least 10-minutes. Measurement of nail movement shall be
obtained at each load increment. The load-hold period shall start as soon as the load is
applied and the nail movement with respect to a fixed reference shall be measured and
recorded at 1-minute, 2, 3, 4, 5, 6, 10, 20, 30, 40, 50, and 60-minutes.
The Engineer will evaluate the results of each verification test and make a
determination of the suitability of the test and of the Contractor’s proposed production
nail design and installation system. Tests that fail to meet the design criteria will require
additional verification testing or an approved revision to the Contractor’s proposed
production nail design and installation system. If a nail fails in creep, retesting will not be
allowed.
A verification tested nail with a 60-minute load hold at 1.50TL is acceptable if:
1. The nail carries the test load with a creep rate that does not exceed 0.08-inch
per log cycle of time and is at a linear or decreasing creep rate.
2. The total movement at the test load exceeds 80-percent of the theoretical elastic
elongation of the non-bonded length.
Furthermore, a pullout failure shall not occur for the verification test anchor at the
2.0TL maximum load. Pullout failure load is defined as the load at which attempts to
increase the test load result only in continued pullout movement of the test nail without a
sustainable increase in the test load.
6-15.3(8)B Proof Testing
Proof tests shall be performed on proof test soil nails installed within the pattern
of the production soil nails at the locations shown in the Plans. Proof test soil nails shall
be installed using the same equipment, methods, nail inclination, nail length, and hole
diameter as for adjacent production nails. The Contractor shall maintain the side-wall
stability of the drill hole for the non-grouted portion during the test. The bond length
shall be determined from the Nail Schedule and Test Nail Detail shown in the Plans.
Prior to beginning proof testing, the Contractor shall measure and record the length of the
nonbonded zone for each proof test soil nail.
Proof tests shall be performed by incrementally loading the nail in accordance with
the schedule below. The anchor movement shall be measured and recorded to the nearest
0.001-inch with respect to an independent fixed reference point in the same manner as for
the verification tests at the alignment load and at each increment of load. The load shall
be monitored in accordance with Section 6-15.3(8). The scheduling of hold times shall be
as follows:
2010 Standard Specifications M 41-10 Page 6-225
SOIl NAIl WAllS 6-15
AL 1-minute
0.25TL 5-minutes
0.50TL 5-minutes
0.75TL 5-minutes
1.00TL 5-minutes
1.25TL 5-minutes
1.50TL 10-minutes
AL = Nail Alignment Load
TL = Nail Test Load
The maximum load in a proof test shall be held for 10-minutes. The load hold period
shall start as soon as the maximum load is applied and the nail movement with respect
to an independent fixed reference shall be measured and recorded at 1, 2, 3, 4, 5, 6, and
10-minutes. The nail movement between 1-minute and 10-minutes shall not exceed
0.04-inches. If the nail movement between 1 and 10-minutes exceeds 0.04-inches, the
maximum load shall be held an additional 50-minutes. If the load hold is extended, the
nail movement shall be recorded at 20, 30, 40, 50, and 60-minutes. If a nail fails in creep,
retesting will not be allowed.
A proof tested nail is acceptable if:
1. The nail carries the maximum load with less than 0.04-inches of movement
between 1-minute and 10-minutes, unless the load hold extended to 60-minutes,
in which case the nail would be acceptable if the creep rate does not exceed
0.08-inches per log cycle of time.
2. The total movement at the maximum load exceeded 80-percent of the
theoretical elastic elongation of the non-bonded length.
3 The creep rate is not increasing with time during the load hold period.
If a proof test fails, the Engineer may direct the Contractor to replace some or all
of the installed production nails between the failed test and an adjacent proof test nail
that has met the test criteria. The Engineer may also require additional proof testing.
All additional proof tests, and all installation of additional or modified nails, shall be
performed at no additional expense to the Contracting Agency.
6-15.3(9) concrete Fascia Panels
The Contractor shall construct the concrete fascia panels in accordance with Section
6-02 and the details in the Plans. The concrete fascia panels shall be cured in accordance
with the Section 6-02.3(11) requirements specified for retaining walls. The Contractor
shall provide the specified surface finish as noted, and to the limits shown, in the Plans
to the exterior concrete surface. When noted in the Plans, the Contractor shall apply
pigmented sealer to the limits shown in the Plans.
Asphalt or cement concrete gutter shall be constructed as shown in the Plans and as
specified in Section 8-04.
6-15.4 Measurement
Prefabricated drainage mat will be measured by the square yard of material
furnished and installed.
Soil nails will be measured per each for each soil nail installed and accepted.
Soil nail verification test and soil nail proof test will be measured per each for each
successfully completed soil nail verification test and soil nail proof test at the locations
specified in the Special Provisions and shown in the Plans.
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Shotcrete facing and concrete fascia panel will be measured by the square foot
surface area of the completed facing or fascia panel, measured to the neat lines of the
facing or panel as shown in the Plans.
6-15.5 Payment
Payment will be made in accordance with Section 1-04.1 for each of the following
Bid items when they are included in the Proposal:
“Soil Nail – Epoxy Coated”, per each.
“Soil Nail – Encapsulated”, per each.
All costs in connection with furnishing and installing the soil nails as specified shall
be included in the unit Contract price per each for “Soil Nail - ___”, including all drilling,
grouting, centralizers, bearing plates, welded shear connectors, nuts, and other Work
required for installation of each soil nail.
“Prefabricated Drainage Mat”, per square yard.
“Soil Nail Verification Test and Soil Nail Proof Test”, per each.
All costs in connection with successfully completing soil nail verification tests and
soil nail proof tests as specified shall be included in the unit contract price per each for
“Soil Nail Verification Test and Soil Nail Proof Test,” including removal of the exposed
portion of the test nail and backfilling the drilled hole with grout or nonstructural filler.
“Concrete Fascia Panel”, per square foot.
All costs in connection with constructing the concrete fascia panels as specified
shall be included in the unit Contract price per square foot for “Concrete Fascia Panel”,
including all steel reinforcing bars, premolded joint filler, polyethylene bond breaker
strip, joint sealant, PVC pipe for weep holes, exterior surface finish, and pigmented sealer
(when specified).
Shotcrete facing will be paid for in accordance with Section 6-18.5.
Unless otherwise specified, all costs in connection with excavation in front of the
back face of the shotcrete facing shall be included in the unit Contract price per cubic
yard for “Roadway Excavation” or “Roadway Excavation Incl. Haul” as specified in
Section 2-03.5.
2010 Standard Specifications M 41-10 Page 6-227
SOlDIER PIlE AND SOlDIER PIlE TIEBAck WAllS 6-16
6-16 SOlDIER PIlE AND SOlDIER PIlE TIEBAck WAllS
6-16.1 Description
This Work consists of constructing soldier pile walls and soldier pile tieback walls.
6-16.2 Materials
Materials shall meet the requirements of the following sections:
Controlled Density Fill 2-09.3(1)E
Cement 9-01
Aggregates for Portland Cement Concrete 9-03.1
Gravel Backfill 9-03.12
Premolded Joint Filler 9-04.1(2)
Welded Shear Studs 9-06.15
Steel Reinforcing Bar 9-07.2
Epoxy-Coated Steel Reinforcing Bar 9-07.3
Paints 9-08
Timber Lagging 9-09.2
Preservative Treatment for Timber Lagging 9-09.3(1)
Soldier Piles 9-10.5
Concrete Curing Materials and Admixtures 9-23
Fly Ash 9-23.9
Water 9-25
Prefabricated Drainage Mat 9-33.2(3)
Other materials required shall be as specified in the Special Provisions.
6-16.3 construction Requirements
6-16.3(1) Quality Assurance
The steel soldier piles shall be placed so that the centerline of the pile at the top
is within 1-inch of the Plan location. The steel soldier pile shall be plumb, to within
0.5-percent of the length based on the total length of the pile.
Welding, repair welding, and welding inspection shall conform to the Section
6-03.3(25) requirements for welding, repair welding, and welding inspection for all
other steel fabrication.
6-16.3(2) Submittals
The Contractor shall submit shop plans as specified in Section 6-03.3(7) for all
structural steel, including the steel soldier piles, and shall submit shop plans and working
drawings as specified in Section 6-17.3(3) for permanent ground anchors to the Engineer
for approval.
The Contractor shall submit the permanent ground anchor grout mix design and the
procedures for placing the grout to the Engineer for approval.
The Contractor shall submit forming plans for the concrete fascia panels, as
specified in Sections 6-02.3(16) and 6-02.3(17), to the Engineer for approval.
1. Where the lateral pressure from concrete placement, as specified in Section
6-02.3(17)J, is less than or equal to the design earth pressure, the Contractor
may tie forms directly to the soldier piles.
2. Where the lateral pressure from concrete placement, as specified in Section
6-02.3(17)J, is greater than the design earth pressure, the Contractor shall
follow 1 of the following procedures:
a. Tie the forms to strongbacks behind the lagging, or use some other system
that confines the pressure from concrete placement between the lagging
and the form panels, in addition to the ties to the soldier piles.
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b. Reduce the rate of placing concrete to reduce the pressure from concrete
placement to less than or equal to the design earth pressure in addition to
the ties to the soldier piles.
c. Follow a procedure with a combination of a. and b.
3. The Contractor shall design the forms for an appropriate rate of placing
concrete so that no cold joints occur, considering the wall thickness and height,
and volume of concrete to be placed.
The Contractor shall submit 4 copies of a shaft installation plan in accordance with
Section 6-01.9 not less than 30-calendar days prior to the beginning of shaft construction.
In preparing the submittal, the Contractor shall reference the available subsurface data
provided in the Contract test hole boring logs and the geotechnical report(s) prepared for
this project. This plan shall provide at least the following information:
1. An overall construction operation sequence and the sequence of shaft
construction.
2. List, description, and capacities of proposed equipment including but not
limited to cranes, drills, augers, bailing buckets, final cleaning equipment, and
drilling units. The narrative shall describe why the equipment was selected, and
describe equipment suitability to the anticipated site and subsurface conditions.
The narrative shall include a project history of the drilling equipment
demonstrating the successful use of the equipment on shafts of equal or greater
size in similar soil/rock conditions.
3. Details of shaft excavation methods including proposed drilling methods,
methods for cleanout of the shafts, disposal plan for excavated material
and drilling slurry (if applicable), and a review of method suitability to the
anticipated site and subsurface conditions.
4. Details of the method(s) to be used to ensure shaft stability (i.e., prevention
of caving, bottom heave, etc. using temporary casing, slurry, or other means)
during excavation and concrete placement. This shall include a review
of method suitability to the anticipated site and subsurface conditions. If
temporary casings are proposed, casing dimensions and detailed procedures for
casing installation and removal shall be provided. If slurry is proposed, detailed
procedures for mixing, using, maintaining, and disposing of the slurry shall
be provided. A detailed mix design, and a discussion of its suitability to the
anticipated subsurface conditions shall also be provided for the proposed slurry.
5. Details of soldier pile placement including internal support bracing and
centralization methods.
6. Details of concrete placement including proposed operational procedures for
pumping and/or tremie methods.
7. Details of the device used to prevent unauthorized entry into a shaft excavation.
8. The method to be used to form the horizontal construction joint at the top
elevation specified for concrete Class 4000P in the shaft.
Work shall not begin until the Engineer has approved the appropriate submittals in
writing.
6-16.3(3) Shaft Excavation
Shafts shall be excavated to the required depth as shown in the Plans. The minimum
diameter of the shaft shall be as shown in the Plans. The excavation shall be completed
in a continuous operation using equipment capable of excavating through the type of
material expected to be encountered.
The Contractor may use temporary telescoping casing to construct the shafts.
2010 Standard Specifications M 41-10 Page 6-229
SOlDIER PIlE AND SOlDIER PIlE TIEBAck WAllS 6-16
If the shaft excavation is stopped the shaft shall be secured by installation of a safety
cover. It shall be the Contractor’s responsibility to ensure the safety of the shaft and
surrounding soil and the stability of the sidewalls. A temporary casing, slurry, or other
methods specified in the shaft installation plan as approved by the Engineer shall be used
if necessary to ensure such safety and stability.
Where caving in conditions are encountered, no further excavation will be allowed
until the Contractor has implemented the method to prevent ground caving as submitted
in accordance with item 4 of the Shaft Installation Plan and as approved by the Engineer.
No more than 2-inches of loose or disturbed material, for soldier piles with
permanent ground anchors, nor more than 12-inches of loose or disturbed material, for
soldier piles without permanent ground anchors, shall be present at the bottom of the
shaft just prior to beginning concrete placement.
The excavated shaft shall be inspected and approved by the Engineer prior to
proceeding with construction.
When obstructions are encountered, the Contractor shall notify the Engineer
promptly. An obstruction is defined as a specific object (including, but not limited to,
boulders, logs, and man made objects) encountered during the shaft excavation operation
that prevents or hinders the advance of the shaft excavation. When efforts to advance
past the obstruction to the design shaft tip elevation result in the rate of advance of the
shaft drilling equipment being significantly reduced relative to the rate of advance for the
rest of the shaft excavation, then the Contractor shall remove the obstruction under the
provisions of Section 6-16.5 as supplemented in the Special Provisions. The method of
removal of such obstructions, and the continuation of excavation shall be as proposed by
the Contractor and approved by the Engineer.
Excavation of shafts shall not commence until a minimum of 12-hours after the shaft
backfill for the adjacent shafts has been placed.
The temporary casings for the shafts shall be removed. A minimum 5-foot head of
concrete shall be maintained to balance the soil and water pressure at the bottom of the
casing. The casing shall be smooth.
6-16.3(4) Installing Soldier Piles
Soldier piles, if spliced, shall conform to all requirements of Section 6-05.3(6).
The prefabricated steel soldier piles shall be lowered into the drilled shafts and
secured in position. Concrete cover over the soldier pile shall be 3-inches minimum,
except that the cover over the soldier pile flange plate reinforcing at permanent ground
anchor locations shall be 1½-inches minimum.
The steel soldier piles and attachments shall be shop painted after fabrication to
the limits shown in the Plans with 1 coat of inorganic zinc primer. Application of the 1
coat of primer shall be in accordance with Section 6-07. The welded shear studs may be
attached before or after painting. Paint damaged by welding shear studs in place does not
require repair.
6-16.3(5) Backfilling Shaft
The excavated shaft shall be backfilled with either controlled density fill (CDF), or
pumpable lean concrete, as shown in the Plans and subject to the following requirements:
1. Dry shaft excavations shall be backfilled with CDF.
2. Wet shaft excavations shall be backfilled with pumpable lean concrete.
3. Pumpable lean concrete shall be a Contractor designed mix providing a
minimum 28-day compressive strength of 100-psi. Acceptance of pumpable
lean concrete will conform to the acceptance requirements specified in Section
2-09.3(1) for CDF.
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6-16 SOlDIER PIlE AND SOlDIER PIlE TIEBAck WAllS
4. A wet shaft is defined as a shaft where water is entering the excavation and
remains present to a depth of 6-inches or more.
5. When the Plans or test hole boring logs identify the presence of a water table
at or above the elevation of the bottom of soldier pile shaft, the excavation
shall be considered as wet, except as otherwise noted. Such a shaft may be
considered a dry shaft provided the Contractor furnishes and installs casing
that is sufficiently sealed into competent soils such that water cannot enter
the excavation.
Placement of the shaft backfill shall commence immediately after completing
the shaft excavation and receiving the Engineer’s approval of the excavation. CDF or
pumpable lean concrete shall be placed in 1 continuous operation to the top of the shaft.
Vibration of shaft backfill is not required.
If water is not present, the shaft backfill shall be deposited by a method that prevents
segregation of aggregates. The shaft backfill shall be placed such that the free-fall is
vertical down the shaft without hitting the sides of the soldier pile or the excavated shaft.
The Contractor’s method for depositing the shaft backfill shall have approval of the
Engineer prior to the placement of the shaft backfill.
If water is present, the shaft backfill shall be deposited in accordance with
Section 6-02.3(6)B.
6-16.3(6) Designing and Installing lagging, and Installing Permanent
Ground Anchors
Lagging for soldier pile walls shall conform to one of the following two categories:
1. Temporary lagging is defined as lagging that is in service as a structural
member for a maximum of 36-months before a permanent load-carrying fascia
is in place, except for the following exception: Lagging for soldier pile walls
in site soils conforming to an excluded soil type as defined under Section
6-16.3(6)A will be classified as permanent lagging conforming to Section
6-16.3(6)C, in which case this requirement will be specified in the Plans
along with design details for such lagging.
2. Permanent lagging is defined as all lagging not conforming to the definition
of temporary lagging as specified in category 1, above.
6-16.3(6)A Soil Classification
For the purposes of designing lagging for soldier pile walls, soils shall be
categorized in the classifications defined below.
Soil Type 1
The following shall be considered Type 1 soils:
1. Cohesive fine-grained soils either CL or CH of medium consistency with
γH/Su < 5.
2. Cohesive fine-grained soils either CL or CH that are stiff to very stiff and
nonfissured.
3. Fine-grained soils either ML or SM-ML that are above the water table.
4. Coarse-grained soils either GW, GP, GM, GC, SW, SP, or SM that are medium
dense to dense.
Soil Type 2
The following shall be considered Type 2 soils:
1. Cohesive fine-grained soils either CL or CH that are heavily overconsolidated
and fissured.
2. Fine-grained ML soils or coarse-grained SM-ML soils that are below the
water table.
2010 Standard Specifications M 41-10 Page 6-231
SOlDIER PIlE AND SOlDIER PIlE TIEBAck WAllS 6-16
3. Coarse-grained SC soil that is medium dense to dense and is below the
water table.
4. Coarse-grained soils either SW, SP, or SM that are loose.
Soil Type 3
The following shall be considered Type 3 soils:
1. Cohesive fine-grained soils either CL or CH that are soft with γH/Su > 5.
2. Fine-grained slightly plastic ML soil that is below the water table.
3. Coarse-grained SC soil that is loose and below the water table.
Exclusions
Regardless of whether site soils conform to one of the soil types defined above, site
soils under the following conditions are excluded from the Type 1, Type 2, and Type 3
soil classifications:
1. Disturbed soils such as those in landslides or known unstable areas.
2. Layered soils dipping into the excavation steeper than 4H:1V.
Lagging for soldier pile walls located in site soils excluded from the Type 1, Type 2,
and Type 3 soil classifications shall be designed in accordance with the latest AASHTO
LRFD Bridge Design Specifications with current interim specifications. Use of the table
in Section 6-16.3(6)B for timber lagging in these situations will not be allowed.
6-16.3(6)B Temporary lagging
The Contractor shall design temporary lagging for all soldier pile walls. The
temporary lagging design shall be based on the following:
1. The AASHTO LRFD Bridge Design Specifications, latest edition with current
interim specifications, except that timber members used for temporary lagging
may be selected based on the table below.
2. The soil type as specified in the Plans or as determined from the geotechnical
report prepared for the project.
3. The soil pressure diagram, either as shown in the Plans or as included in
the geotechnical report prepared for the project, including the surcharge for
temporary construction load when shown in the Plans.
The Contractor shall submit the soldier pile wall lagging design working drawings
and supporting design calculations to the Engineer for approval in accordance with
Section 6-01.9. The submittal shall include, but not be limited to, the following:
1. Description of the material used for the lagging, including identification of
applicable material specifications.
2. Installation method and sequence.
3. If the lagging material is to be removed during or after installation of the
permanent fascia, a description of how the lagging is removed without
disturbing or damaging the fascia, soldier piles, and retained soil, and a
description of how, and with what material, the void left by the removal of
lagging is to be filled.
4. For all cases, except with timber for temporary lagging, a description with
appropriate details of how subsurface drainage is to be accommodated, either
in accordance with Section 6-16.3(7) for timber lagging, Section 6-15.3(7) for
shotcrete facing, or other means appropriate for the geotechnical site conditions
and approved by the Engineer for other lagging materials. Lagging materials
and lagging installation methods that cause the build-up of, and prevent the
relief of, pore water pressure will not be allowed. Free-draining materials are
defined as those materials that exhibit a greater permeability than the material
being retained.
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6-16 SOlDIER PIlE AND SOlDIER PIlE TIEBAck WAllS
Temporary lagging may be untreated timber conforming to the Section 9-09.2
requirements specified under Structures for timber lagging or another material selected by
the Contractor.
Timber for temporary lagging shall conform to the minimum actual thickness
specified in the table below for the soil type, exposed wall height, and lagging clear span
as shown in the Plans.
Minimum Actual Thickness of Timber Used as Temporary Lagging
Soil Type(1)1 1 2 2 3 3 3
Exposed Wall
Height (feet)
25 and
under
Over 25
to 60
25 and
under
Over 25
to 60
15 and
under
Over 15
to 25 Over 25
Clear Span Of
Lagging (feet)Minimum Actual Thickness of Rough Cut Timber Lagging (inches)(3)
5 2 3 3 3 3 3 4
6 3 3 3 3 3 4 5
7 3 3 3 4 4 5 6
8 3 4 4 4 5 6
(2)
9 4 4 4 5
(2)(2)(2)
10 4 5 5 5
(2)(2)(2)
(1) Soil Type as defined in Section 6-16.3(6)A.
(2) For exposed wall heights exceeding the limits in the table above, or where minimum rough cut lagging thickness is
not provided, the Contractor shall design the lagging in accordance with the latest AASHTO LRFD Bridge Design
Specifications with current interim specifications.
(3) Table modified from FHWA document “Lateral Support Systems and Underpinning” (Report No. FHWA-
RD-75-130).
Notwithstanding the requirements of Section 1-06.1, steel materials used by the
Contractor as temporary lagging may be used (secondhand) provided that the use of
such used (secondhand) steel materials shall be subject to visual inspection and approval
by the Engineer. For used (secondhand) steel materials where the grade of steel cannot
be positively identified, the design stresses for the steel shall conform to the Section
6-02.3(17)B requirements for salvaged steel, regardless of whether rivets are present
or not.
6-16.3(6)c Permanent lagging
Permanent lagging, including timber, shall be as shown in the Plans. The use of the
table in Section 6-16.3(6)B for the design of timber lagging for permanent lagging will
not be allowed.
6-16.3(6)D Installing lagging and Permanent Ground Anchors
The excavation and removal of CDF and pumpable lean concrete for the lagging
installation shall proceed in advance of the lagging and shall not begin until the CDF and
pumpable lean concrete are of sufficient strength that the material remains in place during
excavation and lagging installation. If the CDF or pumpable lean concrete separates
from the soldier pile, or caves or spalls from around the soldier pile, the Contractor shall
discontinue excavation and lagging installation operations until the CDF and pumpable
lean concrete is completely set. The bottom of the excavation in front of the wall shall be
level. Excavation shall conform to Section 2-03.
For walls without permanent ground anchors, the bottom of excavation shall not
be more than 3-feet below the bottom level of the lagging already installed, but in no
case shall the depth of excavation beneath the bottom level of installed lagging be such
to cause instability of the excavated face. For walls with permanent ground anchors, the
bottom of excavation shall be not more than 3-feet below the permanent ground anchor
2010 Standard Specifications M 41-10 Page 6-233
SOlDIER PIlE AND SOlDIER PIlE TIEBAck WAllS 6-16
level until all permanent ground anchors at that level are installed and stressed, but in no
case shall the depth of excavation beneath the permanent ground anchor level be such to
cause instability of the excavated face. Any caving that occurs during excavation shall be
backfilled with free-draining material as approved by the Engineer.
Installing, stressing, and testing the permanent ground anchors shall be in
accordance with Section 6-17 and the construction sequence specified in the Plans.
The lagging shall be installed from the top of the soldier pile proceeding downward.
The lagging shall make direct contact with the soil. When and where lagging is not
in full contact with the soil being retained, either the lagging shall be wedged back to
create contact or the void shall be filled with a free-draining material as approved by the
Engineer.
When utilizing lagging in fill situations, the backfill layers shall be placed in
accordance with Section 2-03.3(14) except that all layers shall be compacted to 90-
percent of maximum density.
6-16.3(7) Prefabricated Drainage Mat
For walls with concrete fascia panels, a 4-foot-wide strip of prefabricated drainage
mat shall be installed full height of the concrete fascia panel, centered between soldier
pile flanges, unless otherwise shown in the Plans.
The prefabricated drainage mat shall be attached to the lagging in accordance with
the manufacturer’s recommendations. The fabric side shall face the lagging. Splicing
of the prefabricated drainage mat shall be in accordance with the manufacturer’s
recommendations.
The Contractor shall ensure the hydraulic connection of the prefabricated drainage
mat to the previously installed material so that the vertical flow of water is not impeded.
The Contractor shall tape all joints in the prefabricated drainage mat to prevent
concrete intrusion during concrete fascia panel construction.
6-16.3(8) concrete Fascia Panel
The Contractor shall construct the concrete fascia panels as shown in the Plans, and
in accordance with the forming plan as approved by the Engineer. The concrete fascia
panels shall be cured in accordance with the Section 6-02.3(11) requirements specified
for retaining walls.
The Contractor shall provide the specified surface finish as noted, and to the
limits shown, in the Plans to the exterior concrete surface. When noted in the Plans, the
Contractor shall apply pigmented sealer to the limits shown in the Plans.
Asphalt or cement concrete gutter shall be constructed as shown in the Plans.
6-16.4 Measurement
Soldier pile shaft construction will be measured by the linear foot of shaft excavated
below the top of ground line for the shaft, defined as the highest existing ground point
within the shaft diameter.
Furnishing soldier pile will be measured by the linear foot of pile assembly specified
in the Proposal, including adjustments to the Plan quantity made in accordance with
Section 1-04.4.
Lagging will be measured by the square foot area of lagging installed. The quantity
will be computed based on the vertical dimension from the highest lagging elevation
to the lowest lagging elevation between each pair of adjacent soldier piles as the height
dimension and the center-to-center spacing of the soldier piles as the length dimension.
Prefabricated drainage mat will be measured by the square yard of material
furnished and installed.
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6-16 SOlDIER PIlE AND SOlDIER PIlE TIEBAck WAllS
Concrete fascia panel will be measured by the square foot surface area of the
completed fascia panel, measured to the neat lines of the panel as shown in the Plans.
6-16.5 Payment
Payment will be made in accordance with Section 1-04.1 for each of the following
Bid items when they are included in the Proposal:
“Shaft - ___ Diameter”, per linear foot.
All costs in connection with constructing soldier pile shafts shall be included
in the unit Contract price per linear foot for “Shaft - ___ Diameter”, including shaft
excavation, temporary casing if used, CDF, lean concrete, concrete Class 4000P, and
installing the soldier pile assembly.
“Furnishing Soldier Pile - ___”, per linear foot.
All costs in connection with furnishing soldier pile assemblies shall be included
in the unit Contract price per linear foot for “Furnishing Soldier Pile - ___”, including
fabricating and painting the pile assemblies. Payment will be made based on the quantity
specified in the Proposal unless changes are made to this quantity in accordance with
Section 1-04.4, in which case the quantity specified in the Proposal will be adjusted by
the amount of the change and will be paid for in accordance with Section 1-04.4.
“Lagging”, per square foot.
All costs in connection with furnishing and installing lagging shall be included
in the unit contract price per square foot for “Lagging”, including design of temporary
lagging and filling voids behind the lagging with a free-draining material as approved by
the Engineer.
“Prefabricated Drainage Mat”, per square yard.
“Concrete Fascia Panel”, per square foot.
All costs in connection with constructing the concrete fascia panels as specified
shall be included in the unit Contract price per square foot for “Concrete Fascia Panel”,
including all steel reinforcing bars, premolded joint filler, polyethylene bond breaker
strip, joint sealant, PVC pipe for weep holes, exterior surface finish, and pigmented sealer
(when specified).
Unless otherwise specified, all costs in connection with non-shaft excavation,
including all excavation required for placement of timber lagging, shall be included in the
unit Contract price per cubic yard for “Roadway Excavation” or “Roadway Excavation
Incl. Haul” as specified in Section 2-03.5.
2010 Standard Specifications M 41-10 Page 6-235
PERMANENT GROuND ANchORS 6-17
6-17 PERMANENT GROuND ANchORS
6-17.1 Description
This Work consists of constructing permanent ground anchors.
6-17.2 Materials
Materials required, including materials for permanent ground anchors, shall be as
specified in the Special Provisions.
6-17.3 construction Requirements
The Contractor shall select the ground anchor type and the installation method,
and determine the bond length and anchor diameter. The Contractor shall install ground
anchors that will develop the load indicated in the Plans and verified by tests specified in
Sections 6-17.3(8)A, 6-17.3(8)B, and 6-17.3(8)C.
6-17.3(1) Definitions
Anchor Devices: The anchor head wedges or nuts that grip the prestressing steel.
Bearing Plate: The steel plate that evenly distributes the ground anchor force to
the Structure.
Bond Length: The length of the ground anchor that is bonded to the ground and
transmits the tensile force to the soil or rock.
Ground Anchor: A system, referred to as a tieback or as an anchor, used to transfer
tensile loads to soil or rock. A ground anchor includes all prestressing steel, anchorage
devices, grout, coatings, sheathings and couplers if used.
Maintaining Consistency of Load: Maintaining the test load within 5-percent of the
specified value.
Minimum Guaranteed Ultimate Tensile Strength (MUTS): The minimum guaranteed
breaking load of the prestressing steel as defined by the specified standard.
Tendon Bond Length: The length of the tendon that is bonded to the anchor grout.
Tendon Unbonded Length: The length of the tendon that is not bonded to the
anchor grout.
Total Anchor Length: The unbonded length plus the tendon bond length.
6-17.3(2) contractor Experience Requirements
The Contractor or Subcontractor performing this Work shall have installed
permanent ground anchors for a minimum of 3-years. Prior to the beginning of
construction, the Contractor shall submit a list containing at least 5 projects on which the
Contractor has installed permanent ground anchors. A brief description of each project
and a reference shall be included for each project listed. As a minimum, the reference
shall include an individual’s name and current phone number.
The Contractor shall assign an engineer to supervise the Work with at least 3-years
of experience in the design and construction of permanently anchored Structures. The
Contractor shall not use consultants or manufacturer’s representatives in order to meet the
requirements of this section. Drill operators and on-site supervisors shall have a minimum
of 1-year experience installing permanent ground anchors.
Contractors or Subcontractors that are specifically prequalified in Class 36 Work will
be considered to have met the above experience requirements.
The Contractor shall allow up to 15-calendar days for the Engineer’s review of the
qualifications and staff as noted above. Work shall not be started on any anchored wall
system nor materials ordered until approval of the Contractor’s qualifications are given.
Page 6-236 2010 Standard Specifications M 41-10
6-17 PERMANENT GROuND ANchORS
6-17.3(3) Submittals
The Contractor shall submit Working Drawings and structural design calculations in
accordance with Section 6-01.9 for the ground anchor system or systems intended for use.
The Contractor shall submit a detailed description of the construction procedure
proposed for use to the Engineer for approval.
The Contractor shall submit a ground anchor schedule giving:
1. Ground anchor number
2. Ground anchor design load
3. Type and size of tendon
4. Minimum total bond length
5. Minimum anchor length
6. Minimum tendon bond length
7. Minimum unbonded length
The Contractor shall submit Working Drawings of the ground anchor tendon and the
corrosion protection system. Include details of the following:
1. Spacers and their location
2. Centralizers and their location
3. Unbonded length corrosion protection system, including the permanent rubber
seal between the trumpet and the tendon unbonded length corrosion protection.
4. Bond length corrosion protection system
5. Anchorage and trumpet
6. Anchorage corrosion protection system
7. Anchors using non-restressable anchorage devices
The Contractor shall submit shop plans as specified in Section 6-03.3(7) for all
structural steel, including the permanent ground anchors to the Engineer for review and
approval.
The Contractor shall submit the mix designs for the grout conforming to Section
9-20.3(1) and the procedures for placing the grout to the Engineer for approval. The
Contractor shall also submit the methods and materials used in filling the annulus over
the unbonded length of the anchor.
The Contractor shall submit 5 copies of detailed Working Drawings in accordance
with Section 6-01.9 for the method proposed to be followed for the permanent ground
anchor testing to the Engineer for approval prior to the tests. This shall include all
necessary drawings and details to clearly describe the method proposed.
The Contractor shall submit to the Engineer calibration data for each load cell, test
jack, pressure gauge and master pressure gauge to be used. The calibration tests shall
have been performed by an independent testing Laboratory and tests shall have been
performed within 60-calendar days of the date submitted. The Engineer shall approve
or reject the calibration data after receipt of the data. Testing shall not commence until
the Engineer has approved the load cell, jack, pressure gauge and master pressure gauge
calibrations.
Work shall not begin until the Engineer has approved the appropriate submittals
in writing.
2010 Standard Specifications M 41-10 Page 6-237
PERMANENT GROuND ANchORS 6-17
6-17.3(4) Preconstruction conference
A permanent ground anchor preconstruction conference shall be held at least
5-working days prior to the Contractor beginning any permanent ground anchor Work
at the site to discuss construction procedures, personnel, and equipment to be used. The
list of materials specified on the Record of Materials Form (ROM) for this item of Work
will also be discussed. Those attending shall include:
1. (representing the Contractor) The superintendent, on site supervisors,
and all foremen in charge of drilling the ground anchor hole, placing the
permanent ground anchor and grout, and tensioning and testing the permanent
ground anchor.
2. (representing the Contracting Agency) The Project Engineer, key inspection
personnel, and representatives from the WSDOT Construction Office and
Materials Laboratory Geotechnical Services Branch.
If the Contractor’s key personnel change, or if the Contractor proposes a significant
revision of the approved permanent ground anchor installation plan, an additional
conference shall be held before any additional permanent ground anchor operations are
performed.
6-17.3(5) Tendon Fabrication
The tendons can be either shop or field fabricated. The tendon shall be fabricated as
shown in the approved shop plans.
The Contractor shall select the type of tendon to be used. The tendon shall be sized
so the design load does not exceed 60-percent of the minimum guaranteed ultimate
tensile strength of the tendon. In addition, the tendon shall be sized so the maximum test
load does not exceed 80-percent of the minimum guaranteed ultimate tensile strength of
the tendon.
The Contractor shall be responsible for determining the bond length and tendon
bond length necessary to develop the design load indicated in the Plans in accordance
with Sections 6-17.3(8)A, 6-17.3(8)B, and 6-17.3(8)C. The minimum bond length shall
be 10-feet in rock and 15-feet in soil.
When the Plans require the tendon bond length to be encapsulated, the tendon bond
length portion of the tendon shall be corrosion protected by encapsulating the tendon in a
grout-filled PE or PVC tube as specified in Section 6-17.2 as supplemented in the Special
Provisions. The tendons can be grouted inside the encapsulation prior to inserting the
tendon in the drill hole or after the tendon has been placed in the drill hole. Expansive
admixtures can be mixed with the encapsulation grout if the tendon is grouted inside the
encapsulation while outside the drill hole. The tendon shall be centralized within the bond
length encapsulation with a minimum of 0.20-inches of grout cover. Spacers shall be used
along the tendon bond length of multi-element tendons to separate the elements of the
tendon so the prestressing steel will bond to the encapsulation grout.
Centralizers shall be used to provide a minimum of 0.5-inches of grout cover over
the tendon bond length encapsulation. Centralizers shall be securely attached to the
encapsulation and the center-to-center spacing shall not exceed 10-feet. In addition, the
upper centralizer shall be located a maximum of 5-feet from the top of the tendon bond
length and the lower centralizer shall be located a maximum of 1-foot from the bottom of
the tendon bond length.
The centralizer shall be able to support the tendon in the drill hole and position the
tendon so a minimum of 0.5-inches of grout cover is provided and shall permit free flow
of grout.
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6-17 PERMANENT GROuND ANchORS
Centralizers are not required on encapsulated, pressure-injected ground anchor
tendons if the ground anchor is installed in coarse grained soils (more than 50-percent of
the soil larger than the number 200 sieve) using grouting pressures greater than 150-psi.
Centralizers are not required on encapsulated, hollow-stem-augered ground anchor
tendons if the ground anchor is grouted through and the hole is maintained full of a stiff
grout (8-inch slump or less) during extraction of the auger.
The minimum unbonded length of the tendon shall be the greater of 15-feet or that
indicated in the Plans.
Corrosion protection of the unbonded length shall be provided by a sheath
completely filled with corrosion inhibiting grease or grout. If grease is used under the
sheath, provisions shall be made to prevent the grease from escaping at the ends of
the sheath. The grease shall completely coat the tendon and fill the voids between the
tendon and the sheath. The Working Drawings shall show how the Contractor will
provide a transition between the tendon bond length and the unbonded tendon length
corrosion protection.
If the sheath is not fabricated from a smooth tube, a separate bond breaker shall be
provided. The bond breaker shall prevent the tendon from bonding to the anchor grout
surrounding the tendon unbonded length.
The total anchor length shall not be less than that indicated in the Plans or the
approved Working Drawings.
Anchorage devices shall be capable of developing 95-percent of the minimum
guaranteed ultimate tensile strength of the prestressing steel tendon. The anchorage
devices shall conform to the static strength requirements of Section 3.1 of the Post
Tensioning Institute “Specification for Unbonded Single Strand Tendons, First
Edition - 1993”.
Non-restressable anchorage devices may be used except where indicated in the
Plans.
Restressable anchorages shall be provided on those ground anchors that require
reloading. The post-tensioning supplier shall provide a restressable anchorage compatible
with the post-tensioning system provided.
The bearing plates shall be sized so the bending stresses in the plate do not exceed
the yield strength of the steel when a load equal to 95-percent of the minimum guaranteed
ultimate tensile strength of the tendon is applied, and the average bearing stress on the
concrete does not exceed that recommended in Section 3.1.3 of the Post Tensioning
Institute, “Specification For Unbonded Single Strand Tendons, First Edition - 1993”.
The trumpet shall have an inside diameter equal to or larger than the hole in the
bearing plate. The trumpet shall be long enough to accommodate movements of the
Structure during testing and stressing. For strand tendons with encapsulation over the
unbonded length, the trumpet shall be long enough to enable the tendon to make a
transition from the diameter or the tendon in the unbonded length to the diameter of
the tendon at the anchor head without damaging the encapsulation. Trumpets filled
with corrosion-inhibiting grease shall have a permanent rubber seal, as approved by
the Engineer, provided between the trumpet and the tendon unbonded length corrosion
protection. Trumpets filled with grout shall have a temporary seal provided between the
trumpet and the tendon unbonded length corrosion protection or the trumpet shall overlap
the tendon unbonded length corrosion protection.
2010 Standard Specifications M 41-10 Page 6-239
PERMANENT GROuND ANchORS 6-17
6-17.3(6) Tendon Storage And handling
Tendons shall be handled and stored in such a manner as to avoid damage or
corrosion. Damage to the prestressing steel as a result of abrasions, cut, nicks, welds and
weld splatter will be cause for rejection by the Engineer. The prestressing steel shall be
protected if welding is to be performed in the vicinity. Grounding of welding leads to
the prestressing steel is forbidden. Prestressing steel shall be protected from dirt, rust,
and deleterious substances. A light coating of rust on the steel is acceptable. If heavy
corrosion or pitting is noted, the Engineer will reject the affected tendons.
The Contractor shall use care in handling and storing the tendons at the site. Prior
to inserting a tendon in the drill hole, the Contractor and the Engineer will examine
the tendon for damage to the encapsulation and the sheathing. If, in the opinion of the
Engineer, the encapsulation is damaged, the Contractor shall repair the encapsulation in
accordance with the tendon supplier’s recommendations and as approved by the Engineer.
If, in the opinion of the Engineer, the smooth sheathing has been damaged, the Contractor
shall repair it with ultra high molecular weight polyethylene (PE) tape. The tape shall be
spiral wound around the tendon so as to completely seal the damaged area. The pitch of
the spiral shall ensure a double thickness at all points.
6-17.3(7) Installing Permanent Ground Anchors
The Contractor shall select the drilling method, the grouting procedure, and the
grouting pressure used for the installation of the ground anchor.
When caving conditions are encountered, no further drilling will be allowed
until the Contractor selects a method to prevent ground movement. The Contractor
may use a temporary casing. The Contractor’s method to prevent ground movement
shall be approved by the Engineer. The casings for the anchor holes, if used, shall be
removed. The drill hole shall be located so the longitudinal axis of the drill hole and the
longitudinal axis of the tendon are parallel. The ground anchor shall not be drilled in
a location that requires the tendon to be bent in order to enable the bearing plate to be
connected to the supported Structure. At the point of entry the ground anchor shall be
installed within plus or minus 3-degrees of the inclination from horizontal shown in the
Plans or the approved Working Drawings. The ground anchors shall not extend beyond
the Right of Way limits.
The tendon shall be inserted into the drill hole to the desired depth. When the tendon
cannot be completely inserted without difficulty, the Contractor shall remove the tendon
from the drill hole and clean or redrill the hole to permit insertion. Partially inserted
tendons shall not be driven or forced into the hole.
The Contractor shall use a grout conforming to Section 6-17.2 as supplemented in
the Special Provisions.
The grout equipment shall produce a grout free of lumps and undispersed cement.
A positive displacement grout pump shall be used. The pump shall be equipped with a
pressure gauge near the discharge end to monitor grout pressures. The pressure gauge
shall be capable of measuring pressures of at least 150-psi or twice the actual grout
pressures used by the Contractor, whichever is greater. The grouting equipment shall be
sized to enable the grout to be pumped in 1 continuous operation. The mixer shall be
capable of continuously agitating the grout.
The grout shall be injected from the lowest point of the drill hole. The grout may
be pumped through grout tubes, casing, or drill rods. The grout can be placed before or
after insertion of the tendon. The quantity of the grout and the grout pressures shall be
recorded. The grout pressures and grout takes shall be controlled to prevent excessive
heave in soils or fracturing of rock formations.
After grouting, the tendon shall not be loaded for a minimum of 3-days.
Page 6-240 2010 Standard Specifications M 41-10
6-17 PERMANENT GROuND ANchORS
No grout shall be placed above the top of the bond length during the time the bond
length grout is placed. The grout at the top of the drill hole shall not contact the back of
the Structure or the bottom of the trumpet. Except as otherwise noted, only nonstructural
filler shall be placed above the bond length grout prior to testing and acceptance of the
anchor. The Contractor may place structural grout above the bond length grout prior to
testing and acceptance of the anchor subject to the following conditions:
1. The anchor unbonded length shall be increased by 8-feet minimum.
2. The grout in the unbonded zone shall not be placed by pressure grouting
methods.
The corrosion protection surrounding the unbonded length of the tendon shall extend
up beyond the bottom seal of the trumpet or 1-foot into the trumpet if no trumpet seal is
provided. If the protection does not extend beyond the seal or sufficiently far enough into
the trumpet, the Contractor shall extend the corrosion protection or lengthen the trumpet.
The corrosion protection surrounding the no load zone length of the tendon shown
in the Plans shall not contact the bearing plate or the anchor head during testing and
stressing. If the protection is too long, the Contractor shall trim the corrosion protection
to prevent contact.
The bearing plate and anchor head shall be placed so the axis of the tendon and the
drill hole are both perpendicular to the bearing plate within plus or minus 3-degrees and
the axis of the tendon passes through the center of the bearing plate at the intersection of
the trumpet and the bearing plate when fully seated with the alignment load.
The trumpet shall be completely filled with corrosion inhibiting grease or grout.
Trumpet grease can be placed anytime during construction. Trumpet grout shall be placed
after the ground anchor has been tested. The Contractor shall demonstrate to the Engineer
that the procedure selected by the Contractor for placement of either grease or grout
produces a completely filled trumpet.
All anchorages permanently exposed to the atmosphere shall be covered with a
corrosion inhibiting grease-filled or grout-filled cover. The Contractor shall demonstrate
to the Engineer that the procedures selected by the Contractor for placement of either
grease or grout produces a completely filled cover. If the Plans require restressable
anchorages, corrosion inhibiting grease shall be used to fill the anchorage cover and
trumpet.
6-17.3(8) Testing And Stressing
Each ground anchor shall be tested. The test load shall be simultaneously applied
to the entire tendon. Stressing of single elements of multi-element tendons will not be
permitted. The Engineer will record test data.
The testing equipment shall consist of a dial gauge or vernier scale capable of
measuring to 0.001-inches shall be used to measure the ground anchor movement. The
movement-measuring device shall have a minimum travel equal to the theoretical elastic
elongation of the total anchor length plus 1-inch. The dial gauge or vernier scale shall
be aligned so that its axis is within 5-degrees from the axis of the tieback. A hydraulic
jack and pump shall be used to apply the test load. The jack and pressure gauge shall be
calibrated by an independent testing Laboratory as a unit. Each load cell, test jack and
pressure gauge, and master pressure gauge, shall be calibrated as specified in Section
6-17.3(3). Additionally, the Contractor shall not use load cells, test jacks and pressure
gauges, and master pressure gauges, greater than 60-calendar days past their most recent
calibration date, until such items are re-calibrated by an independent testing Laboratory.
The pressure gauge shall be graduated in increments of either 100-psi or 2-percent
of the maximum test load, whichever is less. The pressure gauge will be used to measure
the applied load. The pressure gauge shall be selected to place the maximum test load
within the middle ⅔ of the range of the gauge. The ram travel of the jack shall not be
2010 Standard Specifications M 41-10 Page 6-241
PERMANENT GROuND ANchORS 6-17
less than the theoretical elastic elongation of the total anchor length at the maximum test
load plus 1-inch. The jack shall be independently supported and centered over the tendon
so that the tendon does not carry the weight of the jack. The Contractor shall have a
second calibrated jack pressure gauge at the site. Calibration data shall provide a specific
reference to the jack and the pressure gauge.
The loads on the tiebacks during the performance and verification tests shall be
monitored to verify consistency of load as defined in Section 6-17.3(1). Performance test
loads, and verification test loads when specified in the Special Provisions, sustained for
5-minutes or less, and all proof test leads, shall be monitored by the jack pressure gauge
alone. Performance test loads, and verification test loads when specified in the Special
Provisions, sustained for longer than 5-minutes shall be monitored with the assistance of
an electric or hydraulic load cell. The Contractor shall provide the load cell and a readout
device. The load cell shall be mounted between the jack and the anchor plate. The load
cell shall be selected to place the maximum test load within the middle ⅔ of the range
of the load cell. The stressing equipment shall be placed over the ground anchor tendon
in such a manner that the jack, bearing plates, load cell and stressing anchorage are
in alignment.
The permanent ground anchor load monitoring procedure for performance test loads,
and verification test loads when specified in the Special Provisions, sustained for longer
than 5-minutes shall be as follows:
1. For each increment of load, attainment of the load shall be initially established
and confirmed by the reading taken from the jack gauge.
2. Once the permanent ground anchor load has been stabilized, based on the
jack gauge reading, the load cell readout device shall immediately be read and
recorded to establish the load cell reading to be used at this load. The load cell
reading is intended only as a confirmation of a stable permanent ground anchor
load, and shall not be taken as the actual load on the permanent ground anchor.
3. During the time period that the load on the permanent ground anchor is held
at this load increment, the Contractor shall monitor the load cell reading. The
Contractor shall adjust the jack pressure as necessary to maintain the initial
load cell reading. Jack pressure adjustment for any other reason will not
be allowed.
4. Permanent ground anchor elongation measurements shall be taken at each load
increment as specified in Sections 6-17.3(8)A and 6-17.3(8)B.
5. Steps 1 through 4 shall be repeated at each increment of load, in accordance
with the load sequence specified in Sections 6-17.3(8)A and 6-17.3(8)B.
6-17.3(8)A Verification Testing
Verification tests will be required only when specified in the Special Provisions.
6-17.3(8)B Performance Testing
Performance tests shall be done in accordance with the following procedures.
Five-percent of the ground anchors or a minimum of 3 ground anchors, whichever is
greater, shall be performance tested. The Engineer shall select the ground anchors to be
performance tested. The first production anchor shall be performance tested.
The performance test shall be made by incrementally loading and unloading the
ground anchor in accordance with the following schedule, consistent with the design
method (Load Resistance Factor Design - LRFD or Load Factor Design - LFD) specified
in the permanent ground anchor general notes in the Plans. The load shall be raised from
one increment to another immediately after a deflection reading.
Page 6-242 2010 Standard Specifications M 41-10
6-17 PERMANENT GROuND ANchORS
Performance Test Schedule
Load Resistance Factor
Design Method (LRFD)
Load Factor Design
Method (LFD)
Load Load
AL AL
0.25FDL 0.25DL
AL AL
0.25FDL 0.25DL
0.50FDL 0.50DL
AL AL
0.25FDL 0.25DL
0.50FDL 0.50DL
0.75FDL 0.75DL
AL AL
0.25FDL 0.25DL
0.50FDL 0.50DL
0.75FDL 0.75DL
1.00FDL 1.00DL
AL AL
Jack to lock-off load 0.25DL
0.50DL
0.75DL
1.00DL
1.25DL
AL
0.25DL
0.50DL
0.75DL
1.00DL
1.25DL
1.33DL
Jack to lock-off load
Where:
AL - is the alignment load
DL - is the design load
FDL - is the factored design load.
The maximum test load in a performance test shall be held for 10-minutes. The
load-hold period shall start as soon as the maximum test load is applied and the anchor
movement, with respect to a fixed reference, shall be measured and recorded at 1-minute,
2, 3, 4, 5, 6, and 10-minutes. If the anchor movement between 1-minute and 10-minutes
exceeds 0.04-inches, the maximum test load shall be held for an additional 50-minutes.
If the load-hold is extended, the anchor movement shall be recorded at 20-minutes, 30,
40, 50, and 60-minutes. If an anchor fails in creep, retesting will not be allowed. All
anchors not performance tested shall be proof tested.
2010 Standard Specifications M 41-10 Page 6-243
PERMANENT GROuND ANchORS 6-17
6-17.3(8)c Proof Testing
Proof tests shall be performed by incrementally loading the ground anchor in
accordance with the following schedule, consistent with the design method (Load
Resistance Factor Design - LRFD or Load Factor Design - LFD) specified in the
permanent ground anchor general notes in the Plans. The load shall be raised from one
increment to another immediately after a deflection reading. The anchor movement shall
be measured and recorded to the nearest 0.001-inches with respect to an independent
fixed reference point at the alignment load and at each increment of load. The load shall
be monitored with a pressure gauge. At load increments other than the maximum test
load, the load shall be held just long enough to obtain the movement reading.
Proof Test Schedule
Load Resistance Factor
Design Method (LRFD)
Load Factor Design
Method (LFD)
Load Load
AL AL
0.25FDL 0.25DL
0.50FDL 0.50DL
0.75FDL 0.75DL
1.00FDL 1.00DL
Jack to lock-off load 1.25DL
1.33DL
Jack to lock-off load
Where:
AL - is the alignment load
DL - is the design load
FDL - is the factored design load
The maximum test load in a proof test shall be held for 10-minutes. The load-hold
period shall start as soon as the maximum test load is applied and the anchor movement
with respect to a fixed reference shall be measured and recorded at 1-minute, 2, 3, 4, 5,
6, and 10-minutes. If the anchor movement between 1-minute and 10-minutes exceeds
0.04-inches, the maximum test load shall be held of an additional 50-minutes. If the load-
hold is extended, the anchor movements shall be recorded at 20-minutes, 30, 40, 50, and
60-minutes. If an anchor fails in creep, retesting will not be allowed.
6-17.3(9) Permanent Ground Anchor Acceptance criteria
A performance or proof tested ground anchor with a 10-minute load hold is
acceptable if the:
1. Ground anchor carries the maximum test load with less than 0.04-inches of
movement between 1-minute and 10-minutes; and
2. TTotal movement at the maximum test load exceeds 80-percent of the
theoretical elastic elongation of the tendon unbonded length.
A verification, performance or proof tested ground anchor with a 60-minute load
hold is acceptable if the:
1. Ground anchor carries the maximum test load with a creep rate that does not
exceed 0.08-inches/log cycle of time and is a linear or decreasing creep rate.
2. Total movement at the maximum test load exceeds 80-percent of the theoretical
elastic elongation of the tendon unbonded length.
Page 6-244 2010 Standard Specifications M 41-10
6-17 PERMANENT GROuND ANchORS
If the total movement of the ground anchors at the maximum test load does not
exceed 80-percent of the theoretical elastic elongation of the tendon unbonded length,
the Contractor shall replace the ground anchor at no additional cost to the Contracting
Agency. Retesting of a ground anchor will not be allowed.
Ground anchors that have a creep rate greater than 0.08-inches/log cycle of time
can be incorporated in the finished Work at a load equal to ½ its failure load. The
failure load is the load carried by the anchor after the load has been allowed to stabilize
for 10-minutes.
When a ground anchor fails, the Contractor shall modify the design, the construction
procedures, or both. These modifications may include, but are not limited to, installing
replacement ground anchors, modifying the installation methods, increasing the bond
length or changing the ground anchor type. Any modification that requires changes to
the Structure shall have prior approval of the Engineer. Any modifications of design or
construction procedures shall be at the Contractor’s expense.
Upon completion of the test, the load shall be adjusted to the lock-off load indicated
in the Plans and transferred to the anchorage device. The ground anchor may be
completely unloaded prior to lock-off. After transferring the load and prior to removing
the jack a lift-off reading shall be made. The lift-off reading shall be within 10-percent of
the specified lock-off load.
If the load is not within 10-percent of the specified lock-off load, the anchorage shall
be reset and another lift-off reading shall be made. This process shall be repeated until the
desired lock-off load is obtained.
6-17.4 Measurement
Permanent ground anchors will be measured per each for each permanent ground
anchor installed and accepted.
Permanent ground anchor performance tests will be measured per each for each
anchor performance tested.
The permanent ground anchor verification testing program will not be measured but
will be paid for on a lump sum basis.
6-17.5 Payment
Payment will be made in accordance with Section 1-04.1 for each of the following
Bid items when they are included in the Proposal:
“Permanent Ground Anchor”, per each.
All costs in connection with furnishing and installing permanent ground anchors
shall be included in the unit Contract price per each for “Permanent Ground Anchor”,
including proof testing of the installed anchor as specified
“Permanent Ground Anchor Performance Test”, per each.
“Permanent Ground Anchor Verification Test”, lump sum.
2010 Standard Specifications M 41-10 Page 6-245
ShOTcRETE FAcING 6-18
6-18 ShOTcRETE FAcING
6-18.1 Description
This Work consists of constructing shotcrete facing as shown in the Plans. Shotcrete
constructed as concrete slope protection shall be constructed in accordance with
Section 8-16.
6-18.2 Materials
Materials shall meet the requirements of the following sections:
Cement 9-01
Aggregates for Portland Cement Concrete 9-03.1
Premolded Joint Filler 9-04.1(2)
Steel Reinforcing Bar 9-07.2
Epoxy-Coated Steel Reinforcing Bar 9-07.3
Concrete Curing Materials and Admixtures 9-23
Fly Ash 9-23.9
Water 9-25
Other materials required, including materials for shotcrete, shall be as specified
in the Special Provisions.
6-18.3 construction Requirements
6-18.3(1) Submittals
The Contractor shall submit the following information to the Engineer at least
14-calendar days prior to beginning construction of the shotcrete facing:
1. The shotcrete mix design with compressive strength test results.
2. Method and equipment used to finish and cure the shotcrete facing.
3. Documentation of the experience of the nozzle operators in applying shotcrete.
The Contractor shall not begin construction of the shotcrete facing until receiving
the Engineer’s approval of the above submittals.
6-18.3(2) Mix Design
Shotcrete shall be proportioned to produce a 4,000-psi compressive strength at
28-days. The Contractor shall submit the shotcrete mix design, proposed method of
placement, and evidence that the proposed design and placement method will produce the
desired compressive strength at 28-days, to the Engineer at least 14-calendar days prior to
the anticipated beginning of shotcrete placement. Shotcrete placement will not be allowed
until the Engineer has approved the mix design and method of placement.
Admixture shall be used only after receiving permission from the Engineer. If
admixtures are used to entrain air, to reduce water-cement ratio, to retard or accelerate
setting time, or to accelerate the development of strength, the admixtures shall be used at
the rate specified by the manufacturer and approved by the Engineer.
6-18.3(3) Testing
The Contractor shall make shotcrete test panels for evaluation of shotcrete quality,
strength, and aesthetics. Both preproduction and production test panels, shall be prepared.
All cores obtained for the purpose of shotcrete strength testing shall have the following
minimum dimensions:
a. The core diameter shall be at least 3 times the maximum aggregate size, but not
less than 2-inches.
b. The core height shall be a minimum of 1.5 times the core diameter.
Page 6-246 2010 Standard Specifications M 41-10
6-18 ShOTcRETE FAcING
The Contractor shall remove at least 3 cores each from 12-inch by 12-inch shotcrete
test panels in accordance with AASHTO T 24. Cores removed from the panels shall be
immediately wrapped in wet burlap and sealed in a plastic bag. Cores shall be clearly
marked to identify from where they were taken and whether they are for pre-production
or production testing. If for production testing, the section of the wall represented by
the cores shall be clearly marked on the cores. Cores shall be delivered to the Engineer
within 2-hours of coring. The remainder of the panels shall remain the property of
the Contractor.
6-18.3(3)A Pre-production Testing
At least one 12-inch by 12-inch panel for each mix design shall be prepared for
evaluation and testing of the shotcrete quality and strength. One 48-inch by 48-inch
qualification panel shall be prepared for evaluation and approval of the proposed method
for shotcrete installation, finishing, and curing. Both the 12-inch and the 48-inch panels
shall be constructed using the same methods and initial curing proposed to construct
the shotcrete facing, except that the 12-inch panel shall not include wire reinforcement.
The 12-inch panel shall be constructed to the minimum thickness necessary to obtain
the required core samples. The 48-inch panel shall be constructed to the same thickness
as proposed for the production facing. Production shotcrete Work shall not begin until
satisfactory test results are obtained and the panels are approved by the Engineer.
6-18.3(3)B Production Testing
The Contractor shall make at least one 12-inch by 12-inch panel for each section
of facing shot. A section is defined as 1-day’s placement. The production panels shall
be constructed using the same methods and initial curing used to construct the shotcrete
wall, but without wire reinforcement. The panels shall be constructed to the minimum
thickness necessary to obtain the required core samples. If the production shotcrete is
found to be unsuitable based on the results of the test panels, the section(s) of the wall
represented by the test panel(s) shall be repaired or replaced to the satisfaction of the
Engineer at no additional cost to the Contracting Agency
6-18.3(4) Qualifications of Contractor’s Personnel
All nozzle operators shall have had at least 1-year of experience in the application of
shotcrete. Each nozzle operator will be qualified, by the Engineer, to place shotcrete, after
successfully completing 1 test panel for each shooting position and surface type which
will be encountered.
Qualification will be based on a visual inspection of the shotcrete density, void
structure, and finished appearance along with a minimum 7-day compressive strength
of 2,500-psi determined from the average test results from 2 cores taken from each
test panel.
The Contractor shall notify the Engineer not less than 2-days prior to the shooting of
a qualification panel. The mix design for the shotcrete shall be the same as that slated for
the wall being shot.
Shotcrete shall be placed only by personnel qualified by the Engineer.
If shotcrete finish Alternative B or C is specified, evidence shall be provided that all
shotcrete crew members have completed at least 3 projects in the last 5-years where such
finishing, or sculpturing and texturing of shotcrete was performed.
2010 Standard Specifications M 41-10 Page 6-247
ShOTcRETE FAcING 6-18
6-18.3(5) Placing Wire Reinforcement
Reinforcement of the shotcrete shall be placed as shown in the Plans. The wire
reinforcement shall be securely fastened to the steel reinforcing bars so that it will be
1 to 1.5-inches from the face of the shotcrete at all locations, unless otherwise shown
in the Plans. Wire reinforcement shall be lapped 1.5-squares in all directions, unless
otherwise shown in the Plans.
6-18.3(6) Alignment control
The Contractor shall install non-corroding alignment wires and thickness control
pins to establish thickness and plane surface. The Contractor shall install alignment wires
at corners and offsets not established by formwork. The Contractor shall ensure that
the alignment wires are tight, true to line, and placed to allow further tightening. The
Contractor shall remove the alignment wires after facing construction is complete.
6-18.3(7) Shotcrete Application
A clean, dry supply of compressed air sufficient for maintaining adequate nozzle
velocity for all parts for the Work and for simultaneous operation of a blow pipe for
cleaning away rebound shall be maintained at all times. Thickness, method of support,
air pressure, and rate of placement of shotcrete shall be controlled to prevent sagging or
sloughing of freshly applied shotcrete.
The shotcrete shall be applied from the lower part of the area upwards. Surfaces
to be shot shall be damp, but free of standing water.
The nozzles shall be held at an angle approximately perpendicular to the working
face and at a distance that will keep rebound at a minimum and compaction will be
maximized. Shotcrete shall emerge from the nozzle in a steady uninterrupted flow.
If, for any reason, the flow becomes intermittent, the nozzle shall be diverted from the
Work until a steady flow resumes.
Surface defects shall be repaired as soon as possible after initial placement
of the shotcrete. All shotcrete which lacks uniformity; which exhibits segregation,
honeycombing, or lamination; or which contains any dry patches, slugs, voids, or sand
pockets, shall be removed and replaced with fresh shotcrete by the Contractor, to the
satisfaction of the Engineer at no cost to the Contracting Agency.
Construction joints in the shotcrete shall be uniformly tapered over a minimum
distance of twice the thickness of the shotcrete layer. The surface of the joints shall
be cleaned and thoroughly wetted before adjacent shotcrete is placed. Shotcrete shall
be placed in a manner that provides a finish with uniform texture and color across the
construction joint.
The shotcrete shall be cured by applying a clear curing compound in accordance
with Section 9-23.2. The curing compound shall be applied immediately after final
gunning. Two coats of curing compound shall be applied to the shotcrete surface
immediately after finishing. When shotcrete is specified in the Plans as the final fascia
finish, the curing requirements specified in Section 6-02.3(11) shall apply.
If field inspection or testing, by the Engineer, indicates that any shotcrete produced,
fails to meet the requirements, the Contractor shall immediately modify procedures,
equipment, or system, as necessary, and as approved by the Engineer to produce
Specification Material. All substandard shotcrete already placed shall be repaired by the
Contractor, to the satisfaction of the Engineer, at no additional cost to the Contracting
Agency. Such repairs may include removal and replacement of all affected materials.
Page 6-248 2010 Standard Specifications M 41-10
6-18 ShOTcRETE FAcING
6-18.3(8) Shotcrete Finishing
When the shotcrete facing is an interim coating to be covered by a subsequent
shotcrete coating or a cast-in-place concrete fascia later under the same Contract, the
Contractor shall strike off the surface of the shotcrete facing with a roughened surface
as specified in Section 6-02.3(12). The grooves of the roughened surface shall be either
vertical or horizontal.
When the shotcrete facing provides the finished exposed final surface, the shotcrete
face shall be finished using the alternative aesthetic treatment shown in the Plans.
The alternatives are as follows:
Alternative A
After the surface has taken its initial set (crumbling slightly when cut),
the surface shall be broom finished to secure a uniform surface texture.
Alternative B
Shotcrete shall be applied in a thickness a fraction beyond the alignment wires
and forms. The shotcrete shall stiffen to the point where the surface does not pull or
crack when screeded with a rod or trowel. Excess material shall be trimmed, sliced,
or scraped to true lines and grade. Alignment wires shall be removed and the surface
shall receive a steel trowel finish, leaving a smooth uniform texture and color. Once
the shotcrete has cured, pigmented sealer shall be applied to the shotcrete face. The
shotcrete surface shall be completed to within a tolerance of ½-inch of true line
and grade.
Alternative c
Shotcrete shall be hand-sculptured, colored, and textured to simulate the relief,
jointing, and texture of the natural backdrop surrounding the facing. The ends and
base of the facing shall transition in appearance as appropriate to more nearly match
the color and texture of the adjoining Roadway fill slopes. This may be achieved by
broadcasting fine and coarse aggregates, rocks, and other native materials into the
final surface of the shotcrete while it is still wet, allowing sufficient embedment into
the shotcrete to become a permanent part of the surface.
6-18.4 Measurement
Shotcrete facing will be measured by the square foot surface area of the completed
facing measured to the neat lines of the facing as shown in the Plans.
6-18.5 Payment
Payment will be made in accordance with Section 1-04.1 for each of the following
Bid items when they are included in the Proposal:
“Shotcrete Facing”, per square foot.
All costs in connection with constructing shotcrete facing as specified shall be
included in the unit Contract price per square foot for “Shotcrete Facing” including
all steel reinforcing bars, premolded joint filler, polyethylene bond breaker strip,
joint sealant, PVC pipe for weep holes, exterior surface finish, and pigmented sealer
(when specified).
2010 Standard Specifications M 41-10 Page 7-1
DIVISION 7
DRAINAGE STRucTuRES, STORM SEWERS,
SANITARy SEWERS, WATER MAINS, AND cONDuITS
7-01 DRAINS
7-01.1 Description
This Work consists of constructing drain pipe and underdrain pipe in accordance
with the Plans, these Specifications and Standard Plans, at the locations staked.
7-01.2 Materials
Materials shall meet the requirements of the following sections:
Gravel Backfill for Drains 9-03.12(4)
Concrete Drain Pipe 9-05.1(1)
Zinc Coated (Galvanized) or Aluminum Coated
(Aluminized) Corrugated Iron or Steel Drain Pipe 9-05.1(2)
Corrugated Aluminum Alloy Drain Pipe 9-05.1(3)
Polyvinyl Chloride (PVC) Drain Pipe, Couplings and Fittings 9-05.1(5)
Corrugated Polyethylene (PE) Drain Pipe, Couplings and
Fittings (up to 10-inch) 9-05.1(6)
Corrugated Polyethylene (PE) Drain Pipe, Couplings and
Fittings (12-inch through 60-inch) 9-05.1(7)
Perforated Concrete Underdrain Pipe 9-05.2(2)
Zinc Coated (Galvanized) or Aluminum Coated (Aluminized)
Corrugated Iron or Steel Underdrain Pipe 9-05.2(4)
Perforated Corrugated Aluminum AlloyUnderdrain Pipe 9-05.2(5)
Perforated Polyvinyl Chloride (PVC) Underdrain Pipe,
8-inch diameter maximum 9-05.2(6)
Perforated Corrugated Polyethylene (PE) Underdrain
Pipe (up to 10-inch) 9-05.2(7)
Perforated Corrugated Polyethylene (PE) Underdrain Pipe
(12-inch through 60-inch) 9-05.2(8)
Drain pipes may be concrete, zinc coated (galvanized) corrugated iron, aluminum
coated (aluminized) corrugated iron, zinc coated (galvanized) steel, aluminum coated
(aluminized) steel, corrugated aluminum alloy, polyvinyl chloride (PVC), or corrugated
polyethylene (PE) at the option of the Contractor unless the Plans specify the type to
be used.
Underdrain pipe, other than AASHTO M 36 Type III Class IV, shall be perforated.
They may be concrete, bituminized fiber, zinc coated (galvanized) corrugated iron,
aluminum coated (aluminized) corrugated iron, zinc coated (galvanized) steel, aluminum
coated (aluminized) steel, corrugated aluminum alloy, polyvinyl chloride (PVC), or
corrugated polyethylene (PE) at the option of the Contractor unless the Plans specify the
type to be used.
It is not necessary that all drain or underdrain pipes on any one project be of the
same kind of material; however, all contiguous pipe shall be of the same kind.
7-01.3 construction Requirements
A trench of the dimensions shown in the Plans or as specified by the Engineer shall
be excavated to the grade and line given by the Engineer.
Page 7-2 2010 Standard Specifications M 41-10
7-01 DRAINS
7-01.3(1) Drain Pipe
Drain pipe shall be laid in conformity with the line and grades as shown in the
Plans. The drain pipe shall be laid with soiltight joints unless otherwise specified.
Concrete drain pipe shall be laid with the bell or larger end upstream. PVC drain pipe
shall be jointed with a bell and spigot joint using a flexible elastomeric seal as described
in Section 9-04.8. The bell shall be laid upstream. PE drain pipe shall be jointed with
snap-on, screw-on, bell and spigot, or wraparound coupling bands as recommended by
the manufacturer of the tubing.
7-01.3(2) underdrain Pipe
When underdrain pipe is being installed as a means of intercepting ground or surface
water, the trench shall be fine-graded in the existing soil 3-inches below the grade of the
pipe as shown in the Plans. Gravel backfill shall be used under the pipe. Gravel backfill
shall be placed to the depth shown in the Plans or as designated by the Engineer. All
backfill shall be placed in 12-inch maximum layers and be thoroughly compacted with
3 passes of a vibratory compactor for each layer. The Contractor shall use care in placing
the gravel backfill material to prevent its contamination.
Class 2 perforations shall be used unless otherwise specified. When Class 1
perforations are specified the perforated pipe shall be laid with the perforations down.
Upon final acceptance of the Work, all drain pipes shall be open, clean, and free draining.
Perforated pipe does not require a watertight joint. PVC underdrain pipe shall be jointed
using either the flexible elastomeric seal as described in Section 9-04.8 or solvent cement
as described in Section 9-04.9, at the option of the Contractor unless otherwise specified
in the Plans. The bell shall be laid upstream. PE drainage tubing underdrain pipe shall
be jointed with snap-on, screw-on, bell and spigot, or wraparound coupling bands, as
recommended by the manufacturer of the tubing.
7-01.4 Measurement
The length of drain or underdrain pipe will be the number of linear feet of completed
installation measured along the invert. Pipe placed in excess of the length designated by
the Engineer will not be measured or paid for.
Excavation of the trench will be measured as Structure excavation Class B
or Structure excavation Class B including haul by the cubic yard as specified in
Section 2-09.
Gravel backfill for drains will be measured by the volume placed within the neatline
limits of Structure excavation Class B.
7-01.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal:
“Drain Pipe ____ In. Diam.”, per linear foot.
“Underdrain Pipe ____ In. Diam.”, per linear foot.
“Gravel Backfill for Drain”, per cubic yard.
“Structure Excavation Class B”, per cubic yard.
“Structure Excavation Class B Incl. Haul”, per cubic yard.
2010 Standard Specifications M 41-10 Page 7-3
culVERTS 7-02
7-02 culVERTS
7-02.1 Description
This Work consists of constructing culverts of the various types and classes
in accordance with the Plans, these Specifications, and the Standard Plans, at the
locations staked.
Culverts may be used for transverse drains under the Roadway or as conduits for
water pipe or other utilities passing under the Roadway.
7-02.2 Materials
Materials shall meet the requirements of the following sections:
Plain Concrete Culvert Pipe 9-05.3(1)
Reinforced Concrete Culvert Pipe 9-05.3(2)
Beveled Concrete End Sections 9-05.3(3)
Steel Culvert Pipe and Pipe Arch 9-05.4
Steel Nestable Pipe and Pipe Arch 9-05.4(8)
Steel End Sections 9-05.4(9)
Aluminum Culvert Pipe 9-05.5
Aluminum End Sections 9-05.5(6)
Solid Wall PVC Culvert Pipe 9-05.12(1)
Profile Wall PVC Culvert Pipe 9-05.12(2)
Corrugated Polyethylene Culvert Pipe 9-05.19
Mortar 9-20.4
Where steel or aluminum are referred to in this Section in regard to a kind of
culvert pipe, pipe arch, or end sections, it shall be understood that steel is zinc coated
(galvanized) or aluminum coated (aluminized) corrugated iron or steel, and aluminum is
corrugated aluminum alloy as specified in Sections 9-05.4 and 9-05.5.
Thermoplastic culvert pipe includes solid wall PVC culvert pipe, profile wall PVC
culvert pipe, and corrugated polyethylene culvert pipe. Solid wall PVC culvert pipe,
profile wall PVC culvert pipe, and corrugated polyethylene culvert pipe are acceptable
alternates for Schedule A or B culvert pipe.
It is not necessary that all culvert pipe on any one project be of the same kind of
material. However, all contiguous pipe shall be of the same size, material, thickness,
class, and treatment and shall be that required for the maximum height of cover.
Measurement for payment of the Bid items associated with the drainage installation
will be based on the diameter of the culvert pipe described by the Bid item in the
Proposal.
When schedule A, B, C, or D culvert pipe is specified in the Plans, the Contractor
shall provide the specified schedule and diameter but has the option of furnishing any of
the acceptable materials shown in the Culvert Pipe Schedules Table.
The use of tongue and groove concrete pipe shall only be allowed under side road
connections. All tongue and groove pipe shall be joined with cement mortar.
Page 7-4 2010 Standard Specifications M 41-10
7-02 culVERTS
Culvert Pipe SchedulesSchedule (Fill Height)Diameter in InchesConcreteSteel 2⅔″ × ½″Aluminum 2⅔″ × ½″Thermoplastic PE1 or PVC2A 2′ - 15′12, 18, 24Plain or CI. IV.064″ (16 Ga.) .060″ (16 Ga.)PE or PVC30, 36Class III.064″ (16 Ga.) .075″ (14 Ga.)PE or PVC42, 48Class III.064″ (16 Ga.) .105″ (12 Ga.)PE or PVCB 15′ - 25′12, 18, 24Class V.064″ (16 Ga.) .060″ (16 Ga.)PE or PVC30, 36Class V.064″ (16 Ga.) .075″ (14 Ga.)PE or PVC42, 48Class V.064″ (16 Ga.) .105″ (12 Ga.)PE or PVCC 25′ - 40′12, 18, 24None.064″ (16 Ga.) .060″ (16 Ga.)None30, 36None.064″ (16 Ga.) .075″ (14 Ga.)None42, 48None.064″ (16 Ga.) .105″ (12 Ga.)NoneD 40′ - 60′12, 18None.064″ (16 Ga.) .060″ (16 Ga.)None24None.064″ (16 Ga.) .075″ (14 Ga.)None30, 36None.064″ (16 Ga.) .105″ (12 Ga.)None42, 48None.079″ (14 Ga.) .135″ (10 Ga.)None1. Corrugated polyethylene pipe.2. Polyvinyl chloride pipe. Solid wall or profile wall for diameters through 27-inches Profile wall for diameters larger than 27-inches.
2010 Standard Specifications M 41-10 Page 7-5
culVERTS 7-02
7-02.3 construction Requirements
Culverts shall be constructed in accordance with Section 7-08.3.
7-02.3(1) Placing culvert Pipe — General
A dike or plug of impervious material shall be placed near the intake end of the
culvert to prevent piping. The dike shall be 2-feet long and adequately surround the pipe
to form an impervious barrier. When suitable impervious materials are not available at the
site, suitable backfill shall be obtained as provided in Section 2-09.3(1)E.
The ends of the pipe or pipe arch shall be rigidly supported to prevent movement
before and during the construction of end walls or headers.
Culverts shall not be left extending beyond the staked limits unless approved
by the Engineer.
All thermoplastic pipe shall be beveled to match the embankment or ditch slope but
shall not be beveled flatter than 4:1. The minimum length of each section of pipe that is to
be beveled shall be at least 6 times the diameter of the pipe when measured from the toe
of the bevel to the joint.
7-02.3(2) Installation of Metal End Sections
Metal end sections shall be installed in accordance with the requirements of the
Standard Plans, the Plans, and applicable portions of these Specifications.
When flared metal end sections are installed on concrete pipe, Design B end sections
will be used on the inlet end only. Design C end sections will be used on the outlet ends
only according to the following schedule:
Concrete Pipe Nominal
Dia. in Inches
End Section Nominal
Dia. in Inches
12 15
18 24
24 30
30 36
36 42
42 48
48 60
54 66
60 72
66 78
72 84
7-02.3(3) headwalls
If headwalls are specified in the Plans, they shall be constructed as soon as the
embankment has been completed to a sufficient height over the Structure to allow the
required Work. Headwalls shall be constructed in accordance with applicable portions of
Section 6-02.
7-02.3(4) Removing and Relaying culverts
Where shown in the Plans or where designated by the Engineer, existing culverts
shall be removed and relaid in accordance with these Specifications. Any culvert
damaged by the Contractor’s operations shall be replaced by the Contractor at no expense
to the Contracting Agency. In the case of concrete pipe, all joints of the pipe before being
relaid shall be cleaned so as to be free from all adhering material, including old mortar
placed as a collar or seal in the original construction.
All culvert sections removed and not relaid shall become the property of the
Contractor.
Page 7-6 2010 Standard Specifications M 41-10
7-02 culVERTS
7-02.3(5) Safety Bars for culvert Pipe
When shown in the Plans, safety bars for culvert pipe shall be constructed in
accordance with the Standard Plans and shall meet the requirements of Section 9-05.18.
7-02.4 Measurement
The length of culvert pipe or pipe arch will be the number of linear feet of completed
installation measured along the invert. Pipe placed in excess of the length designated by
the Engineer will not be measured or paid for.
Beveled end sections will be considered as part of the culvert pipe and shall be
measured as culverts.
Flared steel and aluminum end sections will be measured by the number of integral
units of the dimension specified including toe plate extensions if called for in the Plans.
The pipe connector section of end section Design A shall be fabricated as a part
of the integral unit of the end section but will be measured as linear feet of pipe or pipe
arch of the treatment, thickness and dimensions of pipe to which it is attached. If there
is no Bid item for pipe of the proper dimensions for the end sections, the pipe connector
sections will be considered as part of the integral unit and will not be measured as pipe.
Pipe connector sections of end section Design B will be considered part of the
integral unit and measurement will be by number of integral units of the type and
dimension specified.
The length of safety bars for culvert pipe will be the number of linear feet of each
safety bar installed.
Tapered end section with safety bars will be measured by the unit per each.
7-02.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal:
“Schedule ____ Culv. Pipe ____ In. Diam.”, per linear foot.
“Plain Conc. Culv. Pipe ____ In. Diam.”, per linear feet.
“Cl. ____ Reinf. Conc. Culv. Pipe ____ In. Diam.”, per linear foot.
“Plain St. Culv. Pipe ____ In. Th. ____ In. Diam.”, per linear foot.
“Tr. ____ St. Culv. Pipe ____ In. Th. ____ In. Diam.”, per linear foot.
“Plain St. Culv. Pipe Arch ____ In. Th. ____ In. Span”, per linear foot.
“Tr. ____ St. Culv. Pipe Arch ____ In. Th. ____ In. Span”, per linear foot.
“Plain Nestable St. Pipe ____ In. Th. ____ In. Diam.”, per linear foot.
“Tr. ____ Nestable St. Pipe ____ In. Th. ____ In. Diam.”, per linear foot.
“Plain Al. Culv. Pipe ____ In. Th. ____ In. Diam.”, per linear foot.
“Plain Al. Culv. Pipe Arch ____ In. Th. ____ In. Span”, per linear foot.
“Relaying (type of Pipe and Size)”, per linear foot.
“Solid Wall PVC Culv. Pipe ____ In. Diam.”, per linear foot.
“Profile Wall PVC Culv. Pipe ____ In. Diam.”, per linear foot.
“Corrugated Polyethylene Culv. Pipe ____ In. Diam.”, per linear foot.
Where culvert pipes are to be removed but are not to be relaid, all costs in
connection with the removal shall be included in the unit Contract price per cubic yard
for “Structure Excavation Class B” or “Structure Excavation Class B Incl. Haul”.
“Flared End Section ____ In. Diam.”, per each.
“Flared End Section ____ In. Span”, per each.
“Safety Bars for Culvert Pipe Type ____”, per linear foot.
“Tapered End Sect. with Type ____ Safety Bars ____ In. Diam.”, per each.
2010 Standard Specifications M 41-10 Page 7-7
STRucTuRAl PlATE PIPE, PIPE ARch, ARch, AND uNDERPASS 7-03
7-03 STRucTuRAl PlATE PIPE, PIPE ARch, ARch, AND uNDERPASS
7-03.1 Description
This Work consists of constructing structural plate pipe, pipe arches, arches,
and underpasses of the various types and designs in accordance with the Plans, these
Specifications, and the Standard Plans, at the locations and in conformity with the lines
and grades staked.
Structural plate pipes shall be full circle of the type, gage or thickness, and
diameter specified.
Structural plate pipe arches shall be a multi-centered shape made up of 4 circular
arcs tangent to each other at their junctions and symmetrical about the vertical axis and of
the type, gage or thickness, and span specified.
Structural plate arches shall be a single-centered circular arc shape, placed on a
reinforced concrete foundation, and of the design, type, gage or thickness, and span as
provided for in the Plans.
Structural plate underpasses shall be a multi-centered shape made up of a variable
number of circular arcs tangent to each other at their junctions and symmetrical about the
vertical axis and of the design, type, gage or thickness, and span specified.
7-03.2 Materials
Materials shall meet the requirements of the following sections:
Concrete Class 3000 6-02
Corrugated Steel 9-05.6(8)
Corrugated Aluminum 9-05.6(8
Reinforcing Steel 9-07
Alternate installations shown in the Proposal may be constructed provided there is
no increase in the total cost of the installation or detriment to the Contracting Agency.
Measurement for payment of the Bid items associated with the drainage installation
will be based on the size of the installation described by the Bid item in the Proposal.
If the Contractor elects to use an alternate installation, plans for the alternate shall be
submitted to the Engineer for approval prior to procuring or constructing the alternate.
7-03.3 construction Requirements
7-03.3(1) Foundations, General
Structural plate pipes, pipe arches, underpasses, and bases for arches shall be placed
on stable foundations prepared to the widths, depth, and grade given by the Engineer. Soft
spots encountered in the base shall be excavated to a depth designated by the Engineer
and be backfilled with gravel or other suitable material and thoroughly compacted.
Rock, in either ledge or boulder formation, hard pan, or cemented gravel occurring
in the base material shall be excavated below grade and backfilled with suitable material
so there will be a minimum 8-inch cushion under the pipes, pipe arches, or underpasses.
7-03.3(1)A Structural Plate Pipe, Pipe Arch, and underpass
The base for structural plate pipes, pipe arches and underpasses shall be shaped to
conform to their bottom and shall form firm and uniform bearing throughout their length.
Where pipes, pipe arches, or underpasses are to be installed in new embankment, the
embankment shall be constructed to the ⅓ point of structural plate pipes (measured from
the invert of the pipe), to the height of maximum horizontal dimension of structural plate
pipe arches and as provided for in the Standard Plan or, in the case of a special design, in
the Plans for structural plate underpasses, after which the trench shall be excavated and
installation made.
Page 7-8 2010 Standard Specifications M 41-10
7-03 STRucTuRAl PlATE PIPE, PIPE ARch, ARch, AND uNDERPASS
7-03.3(1)B Structural Plate Arch
The base for structural plate arches shall be as shown in the Plans.
7-03.3(2) Assembling
Structural plate pipes, pipe arches, arches, and underpasses shall be assembled in
place in accordance with the manufacturer’s instructions, which shall accompany the
shipment of materials and show the position of each plate and the order of assembly.
Bolts and bolted connections shall conform to the requirements of AASHTO
M 167 for steel and AASHTO M 219 for aluminum.
7-03.3(3) Backfilling
After the structural plate pipe, pipe arch, arch, or underpass has been placed in
position it shall be backfilled in accordance with Section 7-08.3(3).
7-03.3(4) Invert Treatment
Earth, or other material as specified, shall be placed and compacted in the invert of
structural plate pipes, pipe arches, or underpasses in conformance with the Plans, Special
Provisions, or the Standard Plan.
7-03.3(5) headwalls
If headwalls are specified in the Plans, they shall be constructed as soon as the
embankment has been completed to a sufficient height over the Structure to allow the
required Work. Headwalls shall be constructed in accordance with the applicable portions
of Section 6-02.
7-03.3(6) Safety Bars for culvert Pipe
When shown in the Plans, safety bars for culvert pipe shall be constructed in
accordance with the Standard Plans and shall meet the requirements of Section 9-05.18.
7-03.4 Measurement
The length of structural plate pipes, pipe arches, arches, and underpasses will be the
number of linear feet of completed installation measured along the invert. Pipe placed in
excess of the length designated by the Engineer will not be measured or paid for.
Concrete will be measured by the cubic yard as specified in Section 6-02.
Steel reinforcing bars will be measured by the pound as specified in Section 6-02.
Structure excavation Class B and Structure excavation Class B including haul will
be measured by the cubic yard as specified in Section 2-09.4.
Gravel backfill for foundation Class A or Class B will be measured by the cubic yard
as specified in Section 2-09.4.
Shoring or extra excavation will be measured as specified in Section 2-09.4.
The length of safety bars for culvert pipe will be the number of linear feet of each
safety bar installed.
Tapered end Section with safety bars will be measured by the unit per each.
2010 Standard Specifications M 41-10 Page 7-9
STRucTuRAl PlATE PIPE, PIPE ARch, ARch, AND uNDERPASS 7-03
7-03.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal:
“St. Str. Plate Pipe ____ Gage ____ In. Diam.”, per linear foot.
“St. Str. Plate Pipe Arch ____ Gage ____ Ft. Span”, per linear foot.
“St. Str. Plate Arch ____ Gage ____ Ft. Span”, per linear foot.
“Design ____ St. Underpass ____ Gage ____ Ft. Span”, per linear foot.
All costs involved in obtaining, hauling, placing, and finishing earth to be placed in
the invert of the underpass shall be included in the unit Contract price for “Design ____
St. Underpass ____ Gage ____ Ft. ____ In. Span”.
“Al. Str. Plate Pipe ____ In. Th. ____ In. Diam.”, per linear foot.
“Al. Str. Plate Pipe Arch ____ In. Th. ____ Ft. ____ In. Span”, per linear foot.
“Al. Str. Plate Arch ____ In. Th. ____ Ft. ____ In. Span”, per linear foot.
“Design ____ Al. Underpass ____ In. Th. ____ Ft. ____ In. Span”, per linear foot.
All costs involved in obtaining, hauling, placing, and finishing earth to be placed in
the invert of the underpass shall be included in the unit Contract price for “Design ____
Al. Underpass ____ In. Th. ____ Ft. ____ In. Span”.
“Conc. Class ____”, per cubic yard.
The unit Contract price per cubic yard for “Conc. Class ____” shall be paid as
specified in Section 6-02.
“St. Reinf. Bar”, per pound.
The unit Contract price per pound for “St. Reinf. Bar” shall be paid as specified in
Section 6-02.
“Structure Excavation Class B”, per cubic yard.
“Structure Excavation Class B Incl. Haul”, per cubic yard.
“Gravel Backfill for Foundation Class ____”, per cubic yard.
“Shoring or Extra Excavation Class B”, per square foot.
“Safety Bars for Culvert Pipe Type ____”, per linear foot.
“Tapered End Section with Type ____ Safety Bars ____ In. Diam.”, per each.
“Tapered End Section with Type ____ Safety Bars ____ In. Span”, per each.
Page 7-10 2010 Standard Specifications M 41-10
7-04 STORM SEWERS
7-04 STORM SEWERS
7-04.1 Description
This Work consists of constructing storm sewer lines in accordance with the Plans,
these Specifications, and the Standard Plans, as staked.
7-04.2 Materials
Materials shall meet the requirements of the following sections:
Plain Concrete Storm Sewer Pipe 9-05.7(1)
Reinforced Concrete Storm Sewer Pipe 9-05.7(2)
Steel Spiral Rib Storm Sewer Pipe 9-05.9
Steel Storm Sewer Pipe 9-05.10
Aluminum Storm Sewer Pipe 9-05.11
Solid Wall PVC Storm Sewer Pipe 9-05.12(1)
Profile Wall PVC Storm Sewer Pipe 9-05.12(2)
Aluminum Spiral Rib Storm Sewer Pipe 9-05.17
Corrugated Polyethylene Storm Sewer Pipe 9-05.20
Where steel or aluminum are referred to in this Section in regard to a kind of storm
sewer pipe, it shall be understood that steel is zinc coated (galvanized) or aluminum
coated (aluminized) corrugated iron or steel and aluminum is corrugated aluminum alloy
as specified in Sections 9-05.4 and 9-05.5.
Thermoplastic storm sewer pipe includes solid wall PVC storm sewer pipe, profile
wall PVC storm sewer pipe, and corrugated polyethylene storm sewer pipe.
Measurement for payment of the Bid items associated with the storm sewer
installation will be based on the diameter of the storm sewer pipe described by the Bid
item in the Plans.
It is not necessary that all storm sewer pipe on any one project be of the same kind
of material. However, all contiguous pipe shall be of the same size, material, thickness,
class, and treatment and shall be that required for the maximum height of cover.
When schedule A or B storm sewer pipe is specified in the Plans, the Contractor
shall provide the specified schedule and diameter but has the option of furnishing any of
the acceptable materials shown in the Storm Sewer Pipe Schedules Table.
2010 Standard Specifications M 41-10 Page 7-11
STORM SEWERS 7-04
Storm Sewer Pipe SchedulesAluminumSchedules (Fill Ht.)Dia. (In.)ConcretePVC1PE2Steel3 2⅔″ × ½″ or Spiral Rib2⅔″ × ½″ Corr.• Tr. 5 • Plain With Gasketed SeamsSpiral Rib • Tr. 5 • Plain With Gasketed SeamsA2′ − 15′12 Plain or Cl. IV SW or PW Allowed0.064″ (16 Ga.) 0.060″ (16 Ga.) 0.060″ (16 Ga.)18 Plain or Cl. IV SW or PW Allowed0.064″ (16 Ga.) 0.060″ (16 Ga.) 0.060″ (16 Ga.)24 Plain or Cl. IV SW or PW Allowed0.064″ (16 Ga.) 0.060″ (16 Ga.) 0.060″ (16 Ga.)30 Class IIIPWAllowed0.064″ (16 Ga.) 0.075″ (14 Ga.) 0.060″ (16 Ga.)36 Class IIIPWAllowed0.064″ (16 Ga.) 0.075″ (14 Ga.) 0.060″ (16 Ga.)42 Class IIIPWAllowed0.064″ (16 Ga.) 0.105″ (12 Ga.) 0.075″ (14 Ga.)48 Class IIIPWAllowed0.064″ (16 Ga.) 0.105″ (12 Ga.) 0.075″ (14 Ga.)B15′ − 25′12 Class V SW or PWAllowed0.064″ (16 Ga.) 0.060″ (16 Ga.) 0.060″ (16 Ga.)18 Class V SW or PW Allowed0.064″ (16 Ga.) 0.060″ (16 Ga.) 0.060″ (16 Ga.)24 Class V SW or PW Allowed0.064″ (16 Ga.) 0.060″ (16 Ga.) 0.060″ (16 Ga.)30 Class VPWAllowed0.064″ (16 Ga.) 0.075″ (14 Ga.) 0.075″ (14 Ga.)36 Class VPWAllowed0.064″ (16 Ga.) 0.075″ (14 Ga.) 0.105″ (12 Ga.)42 Class VPWAllowed0.064″ (16 Ga.) 0.105″ (12 Ga.) 0.105″ (12 Ga.)48 Class VPWAllowed0.064″ (16 Ga.) 0.105″ (12 Ga.) 0.105″ (12 Ga.)1. PVC = Polyvinyl Chloride Pipe, SW = Solid Wall PVC, PW = Profile Wall PVC2. PE = Corrugated Polyethylene Pipe3. Steel pipe options for either 2⅔” × ½” corrugations or spiral rib include: Tr. 5 galvanized, Tr. 2 galvanized with gasketed seams, Tr. 5 aluminized, or plain aluminized with gasketed seams.
Page 7-12 2010 Standard Specifications M 41-10
7-04 STORM SEWERS
7-04.3 construction Requirements
Storm sewers shall be constructed in accordance with Section 7-08.3.
7-04.3(1) cleaning and Testing
7-04.3(1)A General
The requirements of Section 7-17.3(2)A shall apply to storm sewers.
7-04.3(1)B Exfiltration Test — Storm Sewers
Prior to making exfiltration leakage tests, the Contractor may fill the pipe with clear
water to permit normal absorption into the pipe walls.
Leakage shall be no more than 1-gallon per hour per inch of diameter per 100-feet
of storm sewer pipe, with a minimum test pressure of 6-feet of water column above the
crown at the upper end of the pipe or above the active ground water table, whichever is
higher as determined by the Engineer. The length of pipe tested shall be limited so that
the pressure on the invert of the lower end of the Section tested shall not exceed 16-feet
of water column. For each increase in pressure of 2-feet above a basic 6-feet measured
above the crown at the lower end of the test section, the allowable leakage shall be
increased by 10-percent.
7-04.3(1)C Infiltration Test — Storm Sewers
Whenever the ground water table is above the crown of the higher end of the
pipe section at the time of testing, an infiltration test may be performed in lieu of the
exfiltration test upon written permission of the Engineer. The maximum allowable limit
for infiltration shall be 0.8-gallon per hour per inch of diameter per 100-feet of length
with no allowance for external hydrostatic head.
7-04.3(1)D Other Test Allowances — Storm Sewers
Other allowances for infiltration and exfiltration tests shall be in accordance with
Section 7-17.3(2)D.
7-04.3(1)E low Pressure Air Test for Storm Sewers constructed of Air-
Permeable Materials
When air-permeable pipe is subjected to a low-pressure air test, all of the provisions
of Section 7-17.3(2)E shall apply, except that the time in seconds for the pressure drop
shall be equal to or greater than the required time as shown in the table below:
Time in Seconds for Pressure Drop
Pipe
Dia.
(in)
Pipe Length (ft)
50 100 150 200 250 300 350 400 450 500
4 5 9 14 18 22 27 31 36 40 45
6 10 20 30 40 50 60 70 80 85 85
8 18 36 54 71 89 107 114 114 114 114
10 28 56 84 111 139 142 142 142 143 159
12 40 80 120 160 170 170 170 183 206 228
15 63 125 188 213 213 214 250 286 320 360
18 90 180 255 255 257 310 360 410 460 520
21 123 245 298 298 350 420 490 560 630 700
24 160 320 340 370 460 550 640 730 830 920
27 203 390 390 460 580 700 810 930 1040 1160
30 250 430 430 570 720 860 1000 1140 1290 1430
2010 Standard Specifications M 41-10 Page 7-13
STORM SEWERS 7-04
All time values listed in the table are in seconds. If a section to be tested includes
more than 1 pipe size, the total time required can be found by adding the time values
for each size of pipe and its corresponding length. Interpolate between valves for pipe
lengths not shown.
Pipe over 30-inches in diameter shall be tested 1 joint at a time in accordance with
ASTM C 1103.
7-04.3(1)F low Pressure Air Test for Storm Sewers constructed of Non Air
Permeable Materials
When non air-permeable pipe is subjected to a low-pressure air test, all of the
provisions of Section 7-17.3(2)E shall apply, except that the time in seconds for the
pressure drop shall be equal to or greater than 4 times the time shown in the table listed in
Section 7-04.3(1)E.
Pipe over 30-inches in diameter shall be tested 1 joint at a time in accordance with
ASTM C 1103.
Reaches of thermoplastic pipe containing no joints shall be exempt from testing
requirements.
7-04.4 Measurement
The length of storm sewer pipe will be the number of linear feet of completed
installation measured along the invert and will include the length through elbows, tees,
and fittings. The number of linear feet will be measured from the center of manhole to
center of manhole or to the inside face of catch basins and similar type Structures.
The length of testing storm sewer pipe in conformance with Section 7-17.3(2)A will
be the number of linear feet of completed installation actually tested.
7-04.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal:
“Plain Conc. Storm Sewer Pipe ____ In. Diam.”, per linear foot.
“Class ____ Reinf. Conc. Storm Sewer Pipe ____ In. Diam.”, per linear foot.
“Tr. ____ St. Storm Sewer Pipe ____ In. Th. ____ In. Diam.”, per linear foot.
“Tr. ____ Al. Storm Sewer Pipe ____ In. Th. ____ In. Diam.”, per linear foot.
“Solid Wall PVC Storm Sewer Pipe ____ In. Diam.”, per linear foot.
“Profile Wall PVC Storm Sewer Pipe ____ In. Diam.”, per linear foot.
“Corrugated Polyethylene Storm Sewer Pipe ____ In. Diam.”, per linear foot.
“Schedule ____ Storm Sewer Pipe ____ In. Diam.”, per linear foot.
The unit Contract price per linear foot for storm sewer pipe of the kind and size
specified shall be full pay for all Work to complete the installation, including adjustment
of inverts to manholes.
“Testing Storm Sewer Pipe”, per linear foot.
Page 7-14 2010 Standard Specifications M 41-10
7-05 MANhOlES, INlETS, cATch BASINS, AND DRyWEllS
7-05 MANhOlES, INlETS, cATch BASINS, AND DRyWEllS
7-05.1 Description
This Work consists of constructing manholes, inlets, drywells, and catch basins and
connecting to existing Structures of the types and sizes designated in accordance with
the Plans, these Specifications, and the Standard Plans, in conformity with the lines and
grades staked.
7-05.2 Materials
Materials shall meet the requirements of the following sections:
Concrete 6-02
Crushed Surfacing Base Course 9-03.9(3)
Gravel Backfill for Drywells 9-03.12(5)
Rubber Gaskets 9-04.4
Flexible Plastic Gaskets 9-04.5
Metal Castings 9-05.15
Grate Inlets and Drop Inlets 9-05.16
Reinforcing Steel 9-07
Concrete Blocks 9-12.1
Concrete Brick 9-12.2
Precast Concrete Manhole 9-05.50(2)
Precast Concrete Catch Basins 9-05.50(3)
Precast Concrete Inlets 9-05.50(4)
Precast Concrete Drywells 9-05.50(5)
Underground Drainage Geotextile, Moderate Survivability 9-33.1
Mortar 9-20.4
7-05.3 construction Requirements
The excavation for all manholes, inlets, and catch basins shall be sufficient to leave
1-foot in the clear between their outer surfaces and the earth bank.
The excavation for drywells shall be in accordance with the Standard Plans.
The drywell and gravel backfill for drywell shall be completely encased in moderate
survivability underground drainage geotextile in accordance with the Standard Plans
and in conformance with Section 2-12.3. During construction of the drywell, all
necessary precautions shall be taken to prevent debris and eroded material from entering
the drywell.
The cover or grating of a manhole, catch basin, or inlet shall not be grouted to final
grade until the final elevation of the pavement, gutter, ditch, or sidewalk in which it is to
be placed has been established, and until permission thereafter is given by the Engineer to
grout the cover or grating in place. Covers shall be seated properly to prevent rocking.
The channels in manholes shall conform accurately to the sewer grade.
Ladder rungs shall be grouted in the precast concrete walls. Rungs shall be
uniformly spaced at 12-inches and be vertically aligned.
In the event any pipe enters the manhole through the precast concrete units, the
Contractor shall make the necessary cut through the manhole wall and steel mesh. The
steel shall be cut flush with the face of the concrete and shall be cut in such a manner that
it will not loosen the reinforcement in the manhole wall.
The ends of all pipes shall be trimmed flush with the inside walls.
Rubber gaskets or flexible plastic gaskets may be used in tongue and groove joints
of precast units. Joints between precast manhole units used for sanitary sewers shall be
rubber gasketed. All other joints and all openings cut through the walls shall be grouted
and watertight. Mortar shall conform to the requirements of Section 9-20.4(3).
2010 Standard Specifications M 41-10 Page 7-15
MANhOlES, INlETS, cATch BASINS, AND DRyWEllS 7-05
If gaskets are used, handling of the precast units after the gasket has been affixed
shall be done carefully to avoid disturbing or damaging the gasket or contaminating it
with foreign material. Care shall be exercised to attain proper alignment before the joints
are entirely forced home. During insertion of the tongue or spigot, the units shall be
partially supported to minimize unequal lateral pressure on the gasket and to maintain
concentricity until the gasket is properly positioned.
Rigid pipes connecting to sanitary sewer manholes shall be provided with a flexible
joint at a distance from the face of the manhole of not more than 1½ times the nominal
pipe diameter or 18-inches, whichever is greater.
Flexible pipes connecting to sanitary sewer manholes shall be provided with an
entry coupling or gasket approved by the Engineer. No pipe joint in flexible pipe shall be
placed within 10-feet of the manhole.
Backfilling around the Work will not be allowed until the concrete or mortar has
thoroughly set.
Catch basins, manholes, and inlets shall be watertight.
Catch basin, grate inlet, and drop inlet connections to a sewer shall be so placed that
the connecting pipe may be easily rodded over its entire length. After the connections are
made, the Contractor shall rod all inlet and outlet pipes. All connections that cannot be
successfully rodded shall be removed and new connections made.
Backfilling of manholes, inlets, catch basins, and drywells shall be done in
accordance with the provisions of Section 2-09.
Manholes, catch basins, inlets, and drywells shall be constructed on a compacted or
undisturbed level foundation. If the Contractor elects to use a separate cast-in-place base,
the concrete shall be Class 4000. Upon final acceptance of the Work, all manholes, catch
basins, inlets, drywells, and other drainage Structures shall conform to the requirements
of the Standard Plan except as approved by the Engineer.
Any shoring or extra excavation required shall meet the requirements of
Section 2-09.3.
7-05.3(1) Adjusting Manholes and catch Basins to Grade
Where shown in the Plans or where directed by the Engineer, the existing manholes,
catch basins, or inlets shall be adjusted to the grade as staked or otherwise designated by
the Engineer.
The existing cast iron ring and cover on manholes and the catch basin and inlet
frame and grate shall first be removed and thoroughly cleaned for reinstalling at the new
elevation. From that point, the existing Structure shall be raised or lowered to the required
elevation. The materials and method of construction shall conform to the requirements
specified above, and the finished Structure shall conform to the requirements of the
Standard Plan except as approved by the Engineer.
7-05.3(2) Abandon Existing Manholes
Where it is required that an existing manhole be abandoned, the Structure shall
be broken down to a depth of at least 4-feet below the revised surface elevation, all
connections plugged, and the manhole filled with sand and compacted to 90-percent
density as specified in Section 2-03.3(14)C. Debris resulting from breaking the upper part
of the manhole may be mixed with the sand subject to the approval of the Engineer. The
ring and cover shall be salvaged and all other surplus material disposed of.
Page 7-16 2010 Standard Specifications M 41-10
7-05 MANhOlES, INlETS, cATch BASINS, AND DRyWEllS
7-05.3(3) connections to Existing Manholes
The Contractor shall verify invert elevations prior to construction. The crown
elevation of laterals shall be the same as the crown elevation of the incoming pipe unless
specified. The existing base shall be reshaped to provide a channel equivalent to that
specified for a new manhole.
The Contractor shall excavate completely around the manhole to prevent unbalanced
loading. The manhole shall be kept in operation at all times and the necessary precautions
shall be taken to prevent debris or other material from entering the sewer, including a
tight pipeline bypass through the existing channel if required. Water used for flushing and
testing shall not be allowed to enter the sewer.
All damage to the manhole resulting from the Contractor’s operation shall be
repaired at no expense to the Contracting Agency.
7-05.3(4) Drop Manhole connection
Drop manhole connections shall be constructed in accordance with the Plans.
One length of ductile iron pipe shall be provided outside the manhole.
7-05.4 Measurement
Manholes will be measured per each. In addition to the measurement per each,
manholes in excess of 10-feet in height will be measured per linear foot for each
additional foot of height over 10-feet. Measurement of manhole heights for payment
purposes will be the distance from the flow line of the outlet pipe to the top of the
manhole ring measured to the nearest foot.
Catch basins and inlets, will be measured per each.
Adjustment of manholes, catch basins, and inlets will be per each.
Structure excavation Class B and Structure excavation Class B including haul will
be measured by the cubic yard as specified in Section 2-09.
Abandon existing manholes will be measured per each.
Connections to existing drainage Structures will be measured per each.
Shoring or extra excavation will be measured as specified in Section 2-09.4.
Drop manhole connections will be measured per each.
Precast concrete drywell will be measured per each.
7-05.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal:
“Manhole ____ In. Diam. Type ____”, per each.
“Manhole Additional Height ____ In. Diam. Type ____”, per linear foot.
“Catch Basin Type ____”, per each.
“Catch Basin Type 2 ____ In. Diam.”, per each.
“Grate Inlet Type ____”, per each.
“Drop Inlet Type ____”, per each.
“Concrete Inlet”, per each
All costs associated with furnishing and installing gravel backfill for bedding
manholes, inlets and catch basins shall be included in the unit Contract price for the
item installed.
2010 Standard Specifications M 41-10 Page 7-17
MANhOlES, INlETS, cATch BASINS, AND DRyWEllS 7-05
“Precast Concrete Drywell”, per each.
The unit Contract price per each for “Precast Concrete Drywell” shall be full pay for
furnishing and installing the drywell, including all Structure excavation, gravel backfill
for drywell, crushed surfacing base course, and drainage geotextile.
“Combination Inlet”, per each.
All costs associated with furnishing and installing gravel backfill for bedding
manholes, inlets, and catch basins shall be in the unit Contract price for the item installed.
“Adjust Manhole”, per each.
“Adjust Catch Basin”, per each.
“Adjust Inlet, per each.
The unit Contract price per each for “Adjust Manhole”, “Adjust Catch Basin”, or
“Adjust Inlet” shall be full pay for all costs necessary to make the adjustment including
restoration of adjacent areas in a manner acceptable to the Engineer.
“Structure Excavation Class B”, per cubic yard.
“Structure Excavation Class B Incl. Haul”, per cubic yard.
Structure excavation for concrete inlets is considered incidental to the cost of the
inlets and shall be included in the unit Contract price for the concrete inlet.
“Abandon Existing Manhole”, per each.
“Connection to Drainage Structure”, per each.
“Shoring or Extra Excavation Class B”, per square foot.
“Drop Manhole Connection”, per each.
The price paid per drop connection is in addition to the price paid for manholes and
for the specified sewer pipe that is replaced with ductile iron pipe.
Page 7-18 2010 Standard Specifications M 41-10
7-06 VAcANT
7-06 VAcANT
2010 Standard Specifications M 41-10 Page 7-19
clEANING ExISTING DRAINAGE STRucTuRES 7-07
7-07 clEANING ExISTING DRAINAGE STRucTuRES
7-07.1 Description
This Work consists of cleaning, removing, and disposing of all debris and
obstructions from existing culvert pipes, storm sewer pipes, drains, inlet Structures,
manholes, box culverts, grates, trash racks, or other drainage features within the limits
of the project.
7-07.2 Vacant
7-07.3 construction Requirements
All pipes and drainage Structures that require cleaning are identified in the Plans.
They shall be cleaned by flushing, rodding, or whatever means are necessary to provide
unobstructed drainage. All catch basin sumps, manholes, inlet and outlet Structures, and
debris racks shall also be freed of all dirt, rock, and debris. Existing drainage facilities
shall be cleaned as a first order of Work to enhance natural drainage off and through the
project. They shall be kept clean throughout the life of the project and be clean upon final
acceptance of the Work.
Material to be removed shall be disposed of in the following manner:
1. Structures specifically noted in the Contract that are suspected to contain
contaminated sediment shall be disposed of at a licensed disposal facility.
2. While performing the Work, if drainage water and/or soil appear oily, exhibit
an unusual color or odor, or if staining or corrosion is observed, the Contractor
shall stop work and immediately notify the Engineer. Additional work
necessary in handling materials shall be in accordance with Section 1-04.4.
3. If sediment and water from structures does not meet the conditions described
in 1 or 2 above, material may be placed in an upland area with no possibility of
surface runoff to waters of the State, including wetlands.
While performing the Work, the Contractor shall implement all necessary best
management practices and measures to meet the conditions of Section 1-07.5.
7-07.4 Measurement
No specific unit of measurement will apply for the lump sum item of cleaning
existing drainage structures.
7-07.5 Payment
Payment will be made in accordance with Section 1-04.1, for the following Bid item
when it is included in the Proposal:
“Cleaning Existing Drainage Structure”, lump sum.
The lump sum Contract price for “Cleaning Existing Drainage Structure” shall be
full pay for performing all Work as specified. In the event the Contract does not include
a Bid item for cleaning existing drainage Structure, such Work, if required, shall be
performed by the Contractor in accordance with Section 1-04.4.
Page 7-20 2010 Standard Specifications M 41-10
7-08 GENERAl PIPE INSTAllATION REQuIREMENTS
7-08 GENERAl PIPE INSTAllATION REQuIREMENTS
7-08.1 Description
This Work includes installing culverts, storm sewers, and sanitary sewers. The
Contractor shall also follow Section 7-02, 7-04, or 7-17 as it applies to the specific kind
of Work.
7-08.2 Materials
Gravel Backfill for Foundations 9-03.12(1)
Gravel Backfill for Pipe Zone Bedding 9-03.12(3)
7-08.3 construction Requirements
7-08.3(1) Excavation and Preparation of Trench
7-08.3(1)A Trenches
The length of trench excavation in advance of pipe laying shall be kept to a
minimum. Excavations shall either be closed up at the end of the day or protected per
Section 1-07.23(1).
The trench width shall be as specified in Section 2-09.4 and shall be excavated to the
depth and grade as staked by the Engineer.
Trenches must be of sufficient width in the pipe zone to permit proper installation
and bedding of the pipe and to provide the required compaction of backfill. Above the top
of the pipe zone, the Contractor may excavate to any width.
All ledgerock, boulders, and stones shall be removed to provide a minimum of
6-inches clearance under all portions of the pipe.
Placement of bedding material shall precede the installation of all pipe. This shall
include necessary leveling of the native trench bottom or the top of the foundation
material as well as placement and compaction of required bedding material to a
uniform grade so that the entire length of pipe will be supported on a uniformly dense
unyielding foundation.
When, after excavating to the foundation level, the material remaining in the trench
bottom is determined to be unsuitable by the Engineer, excavation shall be continued
to such additional depth and width as required by the Engineer. Unsuitable foundation
materials shall be disposed of at an approved site. The trench foundation shall be
backfilled to the bottom of the pipe zone with gravel backfill for foundations, gravel
backfill for pipe zone bedding, or other suitable material, and compacted to form a
uniformly dense, unyielding foundation.
All material excavated from trenches and piled adjacent to the trench shall be
maintained so that the toe of the slope is at least 2-feet from the edge of the trench. It
shall be piled to cause a minimum of inconvenience to public travel, and provision shall
be made for merging traffic where necessary. Free access shall be provided to all fire
hydrants, water valves, and meters; and clearance shall be left to enable free flow of
storm water in gutters, conduits, or natural watercourses.
If any part of the excavated material meets the Specifications of Section 9-03.12(3),
the Engineer may require that such material, in the quantity required, be selectively
removed, stockpiled separately, and used as pipe bedding instead of quantities of gravel
backfill for pipe zone bedding. If material so stockpiled becomes contaminated, the
Contractor shall furnish suitable material in an amount equal to that lost by contamination
at no expense to the Contracting Agency. All costs involved in storing, protecting, re-
handling, and placing the material shall be included in other items of Work on the project.
Excavation for manholes and other Structures connected to the pipelines shall be
sufficient to provide a minimum of 12-inches between their surfaces and the sides of
the excavation.
2010 Standard Specifications M 41-10 Page 7-21
GENERAl PIPE INSTAllATION REQuIREMENTS 7-08
The Contractor shall furnish, install, and operate all necessary equipment to keep
excavations above the foundation level free from water during construction, and shall
dewater and dispose of the water so as not to cause injury to public or private property
or nuisance to the public. Sufficient pumping equipment in good working condition shall
be available at all times for all emergencies, including power outage, and shall have
available at all times competent workers for the operation of the pumping equipment.
Where pipe is to be placed in a new embankment, the embankment shall be
constructed as shown in the Plans or as designated by the Engineer for a distance each
side of the pipe location of not less than 5 times the diameter and to a minimum height
equal to ½ of the outside diameter of the pipe. The embankment material shall be
compacted to 95-percent density and the moisture content at the time of compaction
shall be between optimum and 3-percentage points below optimum as determined by
the Compaction Control Tests specified in Section 2-03.3(14)D. The trench shall then be
excavated to a width as specified in 2-09.4, and the pipe installed in accordance with the
Standard Plan.
7-08.3(1)B Shoring
The Contractor shall provide all materials, labor, and equipment necessary to shore
trenches to protect the Work, existing property, utilities, pavement, etc., and to provide
safe working conditions in the trench. The Contractor may elect to use any combination
of shoring and overbreak, tunneling, boring, sliding trench shield, or other method of
accomplishing the Work consistent with applicable local, State, or Federal safety codes.
If workers enter any trench or other excavation 4-feet or more in depth that does not
meet the open pit requirements of Section 2-09.3(3)B, it shall be shored. The Contractor
alone shall be responsible for worker safety, and the Contracting Agency assumes
no responsibility.
Upon completing the Work, the Contractor shall remove all shoring unless the Plans
or the Engineer direct otherwise.
Shoring to be removed, or moveable trench shields or boxes, shall be located at
least 2½ pipe diameters away from metal or thermoplastic pipe if the bottom of the
shoring, shield, or box extends below the top of the pipe, unless a satisfactory means of
reconsolidating the bedding or side support material disturbed by shoring removal can
be demonstrated.
Damages resulting from improper shoring or failure to shore shall be the sole
responsibility of the Contractor.
7-08.3(1)c Bedding the Pipe
Pipe zone bedding material shall provide uniform support along the entire pipe
barrel, without load concentration at joint collars or bells. All adjustment to line and
grade shall be made by scraping away or filling in with bedding material under the body
of the pipe and not by blocking or wedging. Bedding disturbed by pipe movement, or
by removal of shoring movement of a trench shield or box, shall be reconsolidated prior
to backfill.
Pipe zone bedding shall be as specified in the Standard Plan and shall be placed
in loose layers and compacted to 90-percent maximum density. Bedding shall be
placed, spread, and compacted before the pipe is installed so that the pipe is uniformly
supported along the barrel. Lifts of not more than 6-inches in thickness shall be placed
and compacted along the sides of the pipe to the height shown in the Standard Plan.
Material shall be worked carefully under the pipe haunches and then compacted.
If the Engineer determines that the material existing in the bottom of the trench is
satisfactory for bedding the pipe, the bedding material specified in the Standard Plan is
not required, provided the existing material is loosened, regraded, and compacted to form
a dense, unyielding base.
Page 7-22 2010 Standard Specifications M 41-10
7-08 GENERAl PIPE INSTAllATION REQuIREMENTS
7-08.3(2) laying Pipe
7-08.3(2)A Survey line and Grade
Survey line and grade control hubs will be placed in a manner consistent with
accepted practices.
The Contractor shall transfer line and grade into the trench where they shall be
carried by means of a laser beam or taut grade line supported on firmly set batter boards
at intervals of not more than 30-feet. Not less than 3 batter boards shall be in use at
1 time. Grades shall be constantly checked and in the event the batter boards do not line
up, the Work shall be immediately stopped, the Engineer notified, and the cause remedied
before proceeding with the Work. Any other procedure shall have the written approval of
the Engineer.
7-08.3(2)B Pipe laying — General
After an accurate grade line has been established, the pipe shall be laid in conformity
with the established line and grade in the properly dewatered trench. Mud, silt, gravel,
and other foreign material shall be kept out of the pipe and off the jointing surfaces.
All pipe laid in the trench to the specified line and grade shall be kept in longitudinal
compression until the backfill has been compacted to the crown of the pipe. All pipe shall
be laid to conform to the prescribed line and grade shown in the plans, within the limits
that follow.
Pipe shall be laid to a true line and grade at the invert of the pipe and the Contractor
shall exercise care in matching pipe joints for concentricity and compatibility. In no case
shall 2 pipes be joined together with ends having the maximum manufacturer’s tolerance.
The invert line may vary from the true line and grade within the limits stated to develop
uniformity, concentricity, and uniform compression of jointing material provided such
variance does not result in a reverse sloping invert. The limit of the variance at the invert
shall not exceed plus or minus 0.03-feet at the time of backfill. Checking of the invert
elevation of the pipe may be made by calculations from measurements on the top of
the pipe.
The pipe, unless otherwise approved by the Engineer, shall be laid up grade from
point of connection on the existing pipe or from a designated starting point. The pipe
shall be installed with the bell end forward or upgrade. When pipe laying is not in
progress, the forward end of the pipe shall be kept tightly closed with an approved
temporary plug.
Where pipe joints must be deflected within the manufacturer’s recommended
limits to accommodate required horizontal or vertical curvature, it shall first be joined in
straight alignment and then deflected as required.
Where pipe joints must be deflected to an amount greater than the manufacturer’s
recommended limits to accommodate required horizontal or vertical curvature, the curves
shall be achieved with a series of tangents and shop fabricated bends, subject to the
approval of the Engineer.
Upon final acceptance of the Work, all pipe and appurtenances shall be open, clean,
and free draining.
7-08.3(2)c Pipe laying — concrete
For concrete pipe with elliptical reinforcement, the markings indicating the minor
axis of the reinforcement shall be placed in a vertical plane (top or bottom) when the pipe
is laid.
2010 Standard Specifications M 41-10 Page 7-23
GENERAl PIPE INSTAllATION REQuIREMENTS 7-08
7-08.3(2)D Pipe laying — Steel or Aluminum
Pipe with riveted or resistance spot welded seams shall be laid in the trench with the
outside laps of circumferential joints upgrade and with longitudinal laps positioned other
than in the invert, and firmly joined together with approved bands.
Aluminum pipe or pipe arch used in concrete shall be painted with 2 coats of paint.
The aluminum pipe to be painted shall be cleaned with solvent to remove contaminants.
After cleaning, the pipe shall be painted with 2 coats of paint conforming to Federal
Specification TT-P-645 (primer, paint, zinc chromate, alkyd vehicle). Aluminized steel
pipe will not require painting when placed in Controlled Density Fill (CDF) or when in
contact concrete head walls.
All costs of cleaning and painting the aluminum surfaces as specified shall be
included in the unit Contract price per linear foot for the aluminum pipe or pipe arch.
7-08.3(2)E Rubber Gasketed Joints
In laying pipe with rubber gaskets, the pipe shall be handled carefully to avoid
knocking the gasket out of position or contaminating it with foreign material. Any gasket
so disturbed shall be removed, cleaned, relubricated if required, and replaced before
joining the sections.
The pipe shall be properly aligned before joints are forced home. Sufficient pressure
shall be applied in making the joint to ensure that the joint is home, as defined in the
standard installation instructions provided by the pipe manufacturer. The Contractor
may use any method acceptable to the Engineer for pulling the pipe together, except
that driving or ramming by hand or machinery will not be permitted. Any pipe damaged
during joining and joint tightening shall be removed and replaced at no expense to the
Contracting Agency.
Care shall be taken to properly align the pipe before joints are entirely forced
home. During insertion of the tongue or spigot, the pipe shall be partially supported by
hand, sling or crane to minimize unequal lateral pressure on the gasket and to maintain
concentricity until the gasket is properly positioned. Since most gasketed joints tend to
creep apart when the end of the pipe is deflected and straightened, such movement shall
be held to a minimum once the joint is home.
Sufficient restraint shall be applied to the line to ensure that joints once home
are held so by compacting backfill material under and alongside the pipe or by other
acceptable means. At the end of the work day, the last pipe shall be blocked in such a
manner as may be required to prevent creep.
7-08.3(2)F Plugs and connections
Plugs for pipe branches, stubs, or other open ends which are not to be immediately
connected shall be made of an approved material and shall be secured in a place with
a joint comparable to the main line joint, or stoppers may be of an integrally cast
breakout design.
7-08.3(2)G Jointing of Dissimilar Pipe
Dissimilar pipe shall be jointed by use of a factory-fabricated adapter coupling or a
pipe collar as detailed in the Standard Plans.
7-08.3(2)h Sewer line connections
Storm and sanitary sewer line connections to trunks, mains, laterals, or side sewers
shall be left uncovered until after the Engineer has inspected and approved the Work.
After approval of the connection, the trench shall be backfilled as specified.
Page 7-24 2010 Standard Specifications M 41-10
7-08 GENERAl PIPE INSTAllATION REQuIREMENTS
7-08.3(2)I Side Sewer connections
Where a storm or sanitary side sewer is larger than the trunk, main, or lateral to
which it is to be connected, the connection shall be made only at a standard manhole
unless otherwise provided in the Plans or in the Special Provisions, or unless otherwise
authorized by the Engineer.
7-08.3(3) Backfilling
Placement of pipe zone backfill shall be performed in accordance with these
requirements and the Standard Plan. Trenches shall be backfilled as soon after the pipe
laying as possible.
Pipe zone backfill material shall be clean earth or sand, free from clay, frozen lumps,
roots, or moisture in excess of that permitting required compaction. Rocks or lumps
larger than 3-inches maximum shall not be used for pipe zone backfill.
Pipe zone backfill shall be placed in loose layers and compacted to 90-percent
maximum density. Backfill shall be brought up simultaneously on each side of the pipe to
the top of the pipe zone. The pipe shall then be covered to the top of the pipe zone and the
materials compacted in a manner to avoid damaging or disturbing the completed pipe.
Backfill above the pipe zone shall be accomplished in such a manner that the pipe
will not be shifted out of position nor damaged by impact or overloading. If pipe is being
placed in a new embankment, backfill above the pipe zone shall be placed in accordance
with Section 2-03.3(14)C. If pipe is being placed under existing paved areas, or
Roadways, backfill above the pipe zone shall be placed in horizontal layers no more than
6-inches thick and compacted to 95-percent maximum density. If pipe is being placed
in non-traffic areas, backfill above the pipe zone shall be placed in horizontal layers
no more than 6-inches thick and shall be compacted to 85-percent maximum density.
All compaction shall be in accordance with the Compaction Control Test of Section
2-03.3(14)D. Material excavated from the trench shall be used for backfill above the
pipe zone, except that organic material, frozen lumps, wood, rocks, or pavement chunks
larger than 6-inches in maximum dimension shall not be used. Materials determined by
the Engineer to be unsuitable for backfill at the time of excavation shall be removed and
replaced with imported backfill material.
Backfilling of trenches in the vicinity of catch basins, manholes, or other
appurtenances will not be permitted until the cement in the masonry has become
thoroughly hardened.
When it is required that a blanket of select material or bank run gravel is to be
placed on top of the native backfill, the backfill shall be placed to the elevations shown
in the Plans, or to the elevations specified by the Engineer. Compaction of the native
material shall be as required by the Contracting Agency and shall be performed prior
to placing the select material. Surface material shall be loosened to whatever depth is
required to prevent bridging of the top layer, but shall in no case be less than 18-inches.
The Contractor shall not operate tractors or other heavy equipment over the top of
the pipe until the backfill has reached a height of 2-feet above the top of the pipe.
7-08.3(4) Plugging Existing Pipe
Where shown in the Plans or where designated by the Engineer, existing pipes shall
be plugged on the inlet end for a distance of 2 diameters with commercial concrete. Care
shall be used in placing the concrete in the pipe to see that the opening of the pipe is
completely filled and thoroughly plugged.
2010 Standard Specifications M 41-10 Page 7-25
GENERAl PIPE INSTAllATION REQuIREMENTS 7-08
7-08.4 Measurement
Gravel backfill for foundations, or gravel backfill for pipe zone bedding when used
for foundations, shall be measured by the cubic yard, including haul, as specified in 2-09.
There will be no specific unit of measure for any material placed in the pipe zone in
the installation of culvert, storm sewer, and sanitary sewer pipes.
Plugging pipes will be measured per each, for each plug installed, for pipe diameters
up to and including 36-inches. The concrete for plugging pipes in excess of 36-inches in
diameter will be measured by the cubic yard. Computations for corrugated metal pipes
will be based on the nominal diameter.
Excavation of the trench will be measured as Structure excavation Class B
or Structure excavation Class B including haul, by the cubic yard as specified in
Section 2-09. When excavation below grade is necessary, excavation will be measured to
the limits ordered by the Engineer.
Embankment construction before pipe placement under the applicable provisions of
Section 7-08.3(1)A will be measured in accordance with Section 2-03.
Shoring or extra excavation class B will be measured as specified in Section 2-09.4.
7-08.5 Payment
Payment will be made in accordance with Section 1-04.1 for each of the following
Bid items that are included in the Proposal:
“Gravel Backfill for Foundations Class ____”, per cubic yard.
“Gravel Backfill for Pipe Zone Bedding”, per cubic yard.
All costs associated with furnishing and installing bedding and backfill material
within the pipe zone in the installation of culvert, storm sewer, and sanitary sewer pipes
shall be included in the unit Contract price for the type and size of pipe installed.
“Plugging Existing Pipe”, per each.
“Commercial Concrete”, per cubic yard.
“Structure Excavation Class B”, per cubic yard.
“Structure Excavation Class B Incl. Haul”, per cubic yard.
“Shoring or Extra Excavation Class B”, per square foot.
All costs in jointing dissimilar pipe with a coupling or concrete collar shall be
included in the unit Contract price per foot for the size and type of pipe being jointed.
Page 7-26 2010 Standard Specifications M 41-10
7-09 WATER MAINS
7-09 WATER MAINS
7-09.1 Description
This Work consists of constructing water mains 16-inches in diameter and smaller in
accordance with the Plans, these Standard Specifications, the Special Provisions and the
Standard Plans, at the location shown on the Plans.
7-09.1(1) Definitions
7-09.1(1)A Trench Widths
Trench width is from trench wall to trench wall, outside of shoring.
7-09.1(1)B unsuitable Material
Material removed because it is unsatisfactory for foundations is defined as
unsuitable foundation material.
Material removed in trenching which is unsuitable for replacement in the backfill is
defined as unsuitable backfill material.
7-09.1(1)C Gravel Backfill for Pipe Zone Bedding
Gravel backfill for pipe zone bedding is the method or material used to transmit load
from the pipe into the foundation or into the sidewall support.
7-09.1(1)D Pipe Zone Backfill
Pipe zone backfill includes material placed above the gravel backfill for pipe zone
bedding up to the depths shown on the Standard Plans.
7-09.1(1)E Trench Backfill
Trench backfill includes materials placed above the pipe zone backfill. Trench
backfill within the Roadway prism shall extend up to the underside of the pavement or
surfacing materials. Trench backfill outside the Roadway prism shall extend up to original
ground or finished grade.
7-09.2 Materials
Materials shall meet the requirements of the following sections:
Pipe for main line: 9-30.1
Ductile Iron Pipe 9-30.1(1)
Steel Pipe (6-inches and over) 9-30.1(4)A
Polyvinyl Chloride (PVC) Pressure Pipe (4-inches and over) 9-30.1(5)A
Polyvinyl Chloride (PVC) Pressure Pipe (under 4-inches) 9-30.1(5)B
Polyethylene (PE) Pressure Pipe (4-inches and over) 9-30.1(6)
Fittings for Main Lines: 9-30.2
Ductile Iron Pipe 9-30.2(1)
Steel Pipe (6-inches and over) 9-30.2(4)A
Polyvinyl Chloride (PVC) Pipe (4-inches and over) 9-30.2(5)A
Polyvinyl Chloride (PVC) Pipe (under 4-inches) 9-30.2(5)B
Restrained Joints 9-30.2(6)
Bolted, Sleeve – Type Couplings for Plain End Pipe 9-30.2(7)
Restrained Flexible Couplings 9-30.2(8)
Grooved and Shouldered Joints 9-30.2(9)
Polyethylene (PE) Pipe (4-inches and over) 9-30.2(10)
Fabricated Steel Mechanical Slip – Type Expansion Joints 9-30.2(11)
2010 Standard Specifications M 41-10 Page 7-27
WATER MAINS 7-09
Appurtenances:
Concrete Blocking 6-02.3(2)B
Detectable Marking Tape 9-15.18
Blow Off Assemblies 9-30.1, 9-30.2,
9-30.3, 9-30.6
Polyethylene Encasement 9-30.1(2)
Steel Pipe (4-inches and under) 9-30.1(4)B
Fittings for Steel Pipe (4-inches and under) 9-30.2(4)B
Aggregates:
Foundation Material 9-03.17, 9-03.18
Gravel Backfill for Pipe Zone Bedding 9-03.12(3)
Pipe Zone Backfill 9-03.19
Trench Backfill 9-03.15 or
9-03.19
It is not intended that materials listed herein are to be necessarily considered equal
or generally interchangeable for all applications. Those suitable for the project shall be
specified in the Special Provisions or shown on the Plans.
The pipe manufacturer shall test all pipe and fittings as required by these Standard
Specifications and the standards referenced. The pipe manufacturer shall submit to the
Engineer 2 copies of all test results including a written certification that material to be
delivered is represented by the samples tested and that such delivered materials meet
or exceed the specified requirements. No pipe shall be delivered until test results and
certifications are in the hands of the Engineer.
The Engineer shall have free access to all testing and records pertaining to material
to be delivered to the job site. The Engineer may elect to be present at any or all material
testing operations.
The basis of acceptance shall be a certificate of compliance as described in Section
1-06.3, accompanied by 2 copies of pressure test results of the pipe or fittings involved.
7-09.3 construction Requirements
7-09.3(1) General
Trench excavation required for the installation of water mains and appurtenances
shall be unclassified. Material excavated from trenches and piled adjacent to the trench or
in a Roadway or public thoroughfare shall be piled and maintained so that the toe of the
slope of the spoil material is at least 2-feet from the edge of the trench. It shall be piled in
a manner to prevent surface water from flowing into the excavation and in a manner that
will cause a minimum of inconvenience to public travel. Free access shall be provided to
all fire hydrants, water valves, and meters; and clearance shall be left to enable the free
flow of storm water in gutters, conduits, and natural watercourses.
7-09.3(2) ungraded Streets
On ungraded streets, when grading is not called for in the Contract, the depth of
trench excavation shall be as shown on the Plans and as staked.
Where the Plans show the pipe is to be laid above the existing ground surface,
an embankment fill shall be made and compacted to conform with the section shown
on the Plans, and the water main trench shall be excavated therein. That portion of the
embankment below the bottom of the pipe shall be compacted with rollers or mechanical
compactors under controlled moisture conditions as required under Method B of
Section 2-03.3(14)C.
Page 7-28 2010 Standard Specifications M 41-10
7-09 WATER MAINS
7-09.3(3) clearing and Grubbing in ungraded Streets
On ungraded streets, where clearing and grubbing is not called for in the Contract,
the area to be excavated or filled shall be cleared and grubbed by the Contractor. This
Work shall consist of the removal and disposal of logs, stumps, roots, brush, and other
refuse within 5-feet of the centerline of the pipe. Such material shall be disposed of in
accordance with the Special Provisions.
7-09.3(4) Removal of Existing Street Improvements
Removal of existing street improvements and pavement from driveways and
sidewalks shall be performed as specified in Section 2-02. Stockpiling of waste materials
along the trench shall not be allowed.
7-09.3(5) Grade and Alignment
The location of blow off assemblies and combination air release/air vacuum valves
are shown on the Plans.
The Contractor shall verify the locations and establish the depth of the existing water
mains at the points where connections are to be made prior to trenching for the pipelines.
The profile shall be adjusted so no new high spots or low spots are created between the
connection points to the existing water mains.
The depth of trenching for water mains shall be such as to give a minimum cover of
36-inches over the top of the pipe unless otherwise specified in the Special Provisions.
Deeper excavation may be required due to localized breaks in grade, or to install the
new main under existing culverts or other utilities where necessary. Where the profile of
the pipeline and the ground surface is shown on the Plans, the pipeline shall be laid to
the elevation shown regardless of depth. The excavation shall be to such depth that the
minimum cover over valve operating nuts shall be 1-foot.
7-09.3(6) Existing utilities
Existing utilities of record, except services, are shown on the Plans. These are shown
for convenience only, and the Engineer assumes no responsibility for improper locations
or failure to show utility locations on the Plans.
When utility services occupy the same space as the new water main, the Contractor
shall complete necessary excavation to fully expose such services. The Contractor
shall protect said services, and work around them during excavating and pipe laying
operations. Any damages to services resulting from the Contractor’s operation
shall be reported to the appropriate utility. Such damage shall be repaired at the
Contractor’s expense.
7-09.3(7) Trench Excavation
The Contractor shall perform excavation of every description and in whatever
materials encountered to the depth indicated on the Plans or specified in the Special
Provisions. Excavations shall be made by open cut unless otherwise provided for.
Trenches shall be excavated to true and smooth bottom grades and in accordance with
the lines given by the Engineer or shown on the Plans. The trench bottom shall provide
uniform bearing and support for each length of pipe.
Bell holes shall be excavated to the extent necessary to permit accurate Work in
making and inspecting the joints. The banks of the trenches shall be kept as nearly
vertical as soil conditions will permit, and where required to control trench width or
to protect adjacent Structures, the trench shall be sheeted and braced. Trench widths to
1-foot above the top of the pipe shall not exceed 30-inches maximum or 1½ times the
outside diameter of the pipe plus 18-inches whichever is greater. Standard excavating
equipment shall be adjusted so as to excavate the narrowest trench possible.
2010 Standard Specifications M 41-10 Page 7-29
WATER MAINS 7-09
The length of trench excavation in advance of pipe laying shall be kept to a
minimum. Excavations shall be either closed up at the end of the day or protected per
Section 1-07.23(1).
The Contractor shall exercise sound engineering and construction practices in
excavating the trench and maintaining the trench so that no damage will occur to any
foundation, Structure, pole line, pipe line, or other facility because of slough or slopes, or
from any other cause. If, as a result of the excavation, there is disturbance of the ground,
which may endanger other property, the Contractor shall immediately take remedial
action at no additional expense to the Contracting Agency. No act, representation, or
instruction of the Engineer shall in any way relieve the Contractor from liability for
damages or costs that result from trench excavation.
Care shall be taken not to excavate below the depth specified. Excavation below that
depth shall be backfilled with foundation material and compacted as specified herein.
If workers have to enter any trench or other excavation 4-feet or more in depth that
does not meet the open pit requirements of Section 2-09.3(3)B, it shall be shored. The
Contractor alone shall be responsible for worker safety, and the Contracting Agency
assumes no responsibility.
Upon completing the Work, the Contractor shall remove all shoring unless the Plans
or the Engineer direct otherwise.
7-09.3(7)A Dewatering of Trench
Where water is encountered in the trench, it shall be removed during pipe-laying
operations and the trench so maintained until the ends of the pipe are sealed and
provisions are made to prevent floating of the pipe. Trench water or other deleterious
materials shall not be allowed to enter the pipe at any time.
7-09.3(7)B Rock Excavation
Rock excavation shall cover the removal and disposal of rock that requires
systematic drilling and blasting for its removal, and also boulders exceeding ½-cubic
yard. Ledge rock, boulders, or stones shall be removed to provide a minimum clearance
of 4-inches under the pipe.
Hardpan, hard clay, glacial till, sandstone, siltstone, shale, or other sedimentary
rocks, which are soft, weathered, or extensively fissured will not be classified as
rock excavation. Rock is defined as one that has a modulus of elasticity of more than
200,000-PSI or unconfined compressive strength at field moisture content of more than
2,000-PSI.
Materials removed shall be replaced with gravel backfill for pipe zone bedding, pipe
zone backfill or trench backfill as designated by the Engineer.
7-09.3(7)c Extra Trench Excavation
Changes in grades of the water main from those shown on the Plans, or as provided
in the Special Provisions, may be necessary because of unexpected utilities, or for other
reasons. If, in the opinion of the Engineer, it is necessary to adjust, correct, relocate, or in
any way change the line and grade, such changes shall be made by the Contractor under
the terms of these Standard Specifications.
When pipeline grade is lowered in excess of 1-foot below the grade indicated on the
Plans, the Contractor shall make such extra excavation as necessary.
When the pipeline horizontal alignment is changed by more than 1-foot from the line
indicated on the Plans, after the trench has been excavated, the Contractor shall excavate
the trench at the changed location and backfill and compact the previous trench.
Additional excavation so required will be classified as extra trench excavation.
Page 7-30 2010 Standard Specifications M 41-10
7-09 WATER MAINS
7-09.3(8) Removal and Replacement of unsuitable Materials
Whenever in excavating the trench for water mains, the bottom of the trench exposes
peat, soft clay, quicksand, or other unsuitable foundation material, such material shall be
removed to the depth directed by the Engineer and backfilled with foundation material.
When determined by the Engineer that silty soils or fine sandy soils are encountered,
Class C foundation material shall be required. Silty soils or fine sandy soils usually flow
in the presence of a stream of water. When determined by the Engineer that clay, peat,
or other soft materials are encountered that become saturated with water, but do not
break down into fine particles and flow, Class A or Class B foundation material shall
be required.
Material removed from the trench that is unsuitable for trench backfill shall be
removed and hauled to a waste site. If material is not available within the limits of the
project for backfilling the trench, the Contractor shall furnish trench backfill meeting the
requirements of Section 9-03.12(3) or 9-03.19 as required.
Unsuitable material shall be loaded directly into trucks and hauled to a waste site
obtained by the Contractor. Stockpiling of unsuitable material at the project site shall not
be allowed.
7-09.3(9) Bedding the Pipe
Gravel backfill for pipe zone bedding shall be select granular material free from
wood waste, organic material, and other extraneous or objectionable materials and shall
have a maximum dimension of 1½-inches. Gravel backfill for pipe zone bedding shall be
placed to the depths shown in the Standard Plans. Gravel backfill for pipe zone bedding
shall be rammed and tamped around the pipe to 95-percent of maximum density by
approved hand-held tools, so as to provide firm and uniform support for the full length of
the pipe, valves, and fittings. Care shall be taken to prevent any damage to the pipe or its
protective coating.
7-09.3(10) Backfilling Trenches
Prior to backfilling, form lumber and debris shall be removed from the trench.
Sheeting used by the Contractor shall be removed just ahead of the backfilling.
Backfill up to 12-inches over the top of the pipe shall be evenly and carefully placed.
Materials capable of damaging the pipe or its coating shall be removed from the backfill
material. The remainder of the material shall be placed by dumping into the trench by any
method at the option of the Contractor, and shall be compacted as specified hereinafter.
A minimum 3-inch sand cushion shall be placed between the water main and
existing pipelines or other conduits when encountered during construction.
7-09.3(11) Compaction of Backfill
Backfill shall be compacted to at least 95-percent of maximum density as specified
in Section 2-03.3(14)D.
At locations where paved streets, Roadway Shoulders, driveways, or sidewalks will
be constructed or reconstructed over the trench, the backfill shall be spread in layers and
be compacted by mechanical tampers. In such cases, the backfill material shall be placed
in successive layers not exceeding 6-inches in loose thickness, and each layer shall be
compacted with mechanical tampers to the density specified herein. Mechanical tampers
shall be of the impact type as approved by the Engineer.
2010 Standard Specifications M 41-10 Page 7-31
WATER MAINS 7-09
7-09.3(12) General Pipe Installation
Pipe shall be installed in accordance with the manufacturer’s printed Specifications
and instructions, and to the standards of the AWWA for installing the type of pipe used.
The Contractor shall provide tools and equipment, including any special tools required
for installing each particular type of pipe used.
Short lengths of pipe supplied by the manufacturer shall be used whenever possible
to provide the proper spacing of valves, tees, or special fittings.
7-09.3(13) handling of Pipe
Pipe shall be handled in a manner that will prevent damage to the pipe, pipe lining,
or coating. Pipe and fittings shall be loaded and unloaded using hoists and slings in a
manner to avoid shock or damage, and under no circumstances shall they be dropped,
skidded, or rolled against other pipe. If any part of the coating or lining is damaged,
repair thereof shall be made by the Contractor at no additional expense to the Contracting
Agency and in a manner satisfactory to the Engineer. Damaged pipe shall be rejected, and
the Contractor shall immediately place damaged pipe apart from the undamaged and shall
remove the damaged pipe from the site within 24-hours.
Threaded pipe ends shall be protected by couplings or other means until laid.
Pipe and fittings shall be inspected for defects.
Dirt or other foreign material shall be prevented from entering the pipe or pipe joint
during handling or laying operations, and any pipe or fitting that has been installed with
dirt or foreign material in it shall be removed, cleaned, and re-laid. At times when pipe
laying is not in progress, the open ends of the pipe shall be closed by a watertight plug or
by other means approved by the Engineer to ensure cleanliness inside the pipe.
7-09.3(14) cutting Pipe
Whenever it becomes necessary to cut a length of pipe, the cut shall be made by
abrasive saw or by a special pipe cutter. Pipe ends shall be square with the longitudinal
axis of the pipe and shall be reamed and otherwise smoothed so that good connections
can be made. Threads shall be cleanly cut. Oxyacetylene torch cutting of ductile iron pipe
shall not be allowed.
7-09.3(15) laying of Pipe on curves
7-09.3(15)A Ductile Iron Pipe
Long radius curves, either horizontal or vertical, may be laid with standard pipe
lengths by deflecting the joints. If the pipe is shown curved on the Plans and no special
fittings are shown, the Contractor can assume that the curves can be made by deflecting
the joints with standard lengths of pipe. If shorter lengths are required, the Plans will
indicate maximum lengths that can be used. The amount of deflection at each pipe joint
when pipe is laid on a horizontal or vertical curve shall not exceed the manufacturer’s
printed recommended deflections.
Where field conditions require deflection or curves not anticipated by the Plans, the
Engineer will determine the methods to be used. No additional payment will be made
for laying pipe on curves as shown on the Plans, or for field changes involving standard
lengths of pipe deflected at the joints. When special fittings not shown on the Plans are
required to meet field conditions, additional payment will be made for special fittings as
provided in Section 1-09.6.
When rubber gasketed pipe is laid on a curve, the pipe shall be jointed in a straight
alignment and then deflected to the curved alignment. Trenches shall be made wider on
curves for this purpose.
Page 7-32 2010 Standard Specifications M 41-10
7-09 WATER MAINS
7-09.3(15)B Polyvinyl chloride (PVc) Pipe (4-Inches and Over)
PVC pipe may be bent to allow for slight changes in direction. The minimum
bending radius shall be as follows:
Size Minimum Bending Radius
4-inch 125-feet
6-inch 175-feet
8-inch 225-feet
10-inch 275-feet
12-inch 325-feet
14-inch 400-feet
Axial deflection at the pipe joints shall not be allowed.
For 16-inch diameter pipe, changes in direction may be accomplished by axial
deflection of the pipe joint. The maximum axial deflection allowed at each joint is
1-degree. For changes in direction greater than 1-degree per pipe joint, fittings shall
be used.
7-09.3(16) cleaning and Assembling Joint
The pipe ends, couplings, fittings, and appurtenances shall be cleaned to remove
oil, grit, or other foreign matter from the joint. Care shall be taken to keep the joint from
contacting the ground.
Pipe not furnished with a depth mark shall be marked before assembly to ensure
visual observation of the Work.
7-09.3(17) laying Ductile Iron Pipe with Polyethylene Encasement
Where shown on the Plans, the Contractor shall lay ductile iron pipe with a
polyethylene encasement. Pipe and polyethylene encasement shall be installed in
accordance with AWWA C105.
7-09.3(18) coupled Pipe 4-inches in Diameter and larger
Joints for steel pipe shall be bell and spigot or welded as specified in the
Special Provisions.
Component parts of couplings, rings, and bells shall receive a protective coating
in the same manner as specified for the steel pipe. Bolts and nuts, exposed edges, and
flanges shall, after installation, be covered with coal-tar protective coating conforming to
AWWA C203 or other coating approved by the Engineer.
Steel pipe 4-inches and larger for aboveground service shall be coupled with flanges,
compression type or grooved type couplings.
Pipe for outdoor service above ground shall be protected with a coal-tar protective
coating conforming to AWWA C203 or other coating approved by the Engineer.
7-09.3(19) connections
7-09.3(19)A connections to Existing Mains
Connections to the existing water main shall not be made without first making the
necessary scheduling arrangements with the Engineer in advance. Work shall not be
started until all the materials, equipment, and labor necessary to properly complete the
Work are assembled on the site.
Existing water mains shall be cut by the Contractor unless otherwise specified in
the Special Conditions. The Contractor shall remove the portions of pipe to provide for
the installation of the required fittings at the points of connection. Damage caused by the
Contractor’s operations to existing joints in piping to remain in-service shall be repaired
2010 Standard Specifications M 41-10 Page 7-33
WATER MAINS 7-09
by the Contractor at no additional expense to the Contracting Agency. The Contractor
shall determine the exact length of the existing water main that must be removed. The
pipe ends shall be beveled to prevent damage to the transition coupling gasket during
installation of the coupling. The exterior of the existing pipe end shall be cleaned to a
sound, smooth finish before installation of the coupling.
Transition couplings shall be installed by the Contractor and shall be provided with a
plastic film wrap. The plastic film wrap shall be wrapped loosely around the pipe, fittings,
and couplings, and secured with 2-inch-wide polyethylene adhesive tape. Pipelines in
which the couplings are installed shall be wrapped a minimum of 3-feet on each side of
the coupling. Joints or seams in the plastic film wrap shall be made using the 2-inch-wide
polyethylene adhesive tape. The plastic film wrap need not be watertight, but no part
of the pipe or coupling shall be exposed to the backfill. Care shall be exercised during
backfilling to prevent the plastic film wrap from being punctured or otherwise damaged.
Plastic film wrap and its installation shall conform to AWWA C105 except as modified
herein.
Once Work is started on a connection, it shall proceed continuously without
interruption and as rapidly as possible until completed. No shutoff of mains will be
permitted overnight, over weekends, or on holidays.
If the connection to the existing system involves turning off the water, the Contractor
shall be responsible for notifying the residents affected by the shutoff. The Engineer will
advise which property owners are to be notified.
The Contractor may be required to perform the connection during times other than
normal working hours. The Contractor shall not operate any valves on the existing system
without specific permission of the Engineer.
The types of connections are varied and suggested piping arrangements have been
shown on the Plans. For the installation of these connections, the surfaced portion of
the Roadway shall not be penetrated unless the connecting point is directly under it.
For connection by any other method, the Contractor shall furnish a detailed sketch for
approval not less than 2 weeks prior to the expected construction.
7-09.3(19)B Maintaining Service
Where existing services are to be transferred from old to new mains, the Contractor
shall plan and coordinate its Work with that of the Utility so that service will be resumed
with the least possible inconvenience to customers.
To supply customers with water during the construction of a water main project
where any section of the pipe has passed satisfactory hydrostatic and bacteriological
tests, the Utility reserves the right to tap corporation stops into the section of new pipe
and install service connections at such locations as the Utility may elect. The installation
of any such service connections by the Utility shall not be construed by the Contractor
as an acceptance by the Contracting Agency of any part of the Work required under the
Contract.
7-09.3(20) Detectable Marking Tape
Detectable marking tape shall be installed over nonmetallic water lines including
services lines. The tape shall be placed approximately 1-foot above the top of the line
and shall extend its full length. Detectable marking tape shall meet the requirements of
Section 9-15.18.
7-09.3(21) concrete Thrust Blocking
Concrete thrust blocking, as detailed on the Plans, shall be placed at bends, tees,
dead ends, and crosses. Blocking shall be commercial concrete meeting the requirement
of Section 6-02.3(2)B poured in place.
Page 7-34 2010 Standard Specifications M 41-10
7-09 WATER MAINS
Concrete blocking shall bear against solid undisturbed earth at the sides and bottom
of the trench excavation and shall be shaped so as not to obstruct access to the joints of
the pipe or fittings.
7-09.3(22) Blowoff Assemblies
Blowoff Assemblies shall be constructed at the locations shown on the Plans and in
accordance with the Standard Plans.
7-09.3(23) hydrostatic Pressure Test
Water main appurtenances and service connections to the meter setter shall be tested
in sections of convenient length under a hydrostatic pressure equal to 150-psi in excess of
that under which they will operate or in no case shall the test pressure be less than 225-
psi. Pumps, gauges, plugs, saddles, corporation stops, miscellaneous hose and piping, and
measuring equipment necessary for performing the test shall be furnished and operated
by the Contractor.
Sections to be tested shall normally be limited to 1,500-feet. The Engineer may
require that the first section of pipe, not less than 1,000-feet in length, installed by each
of the Contractor’s crews, be tested in order to qualify the crew and the materials. Pipe
laying shall not be continued more than an additional 1,000-feet until the first section has
been tested successfully.
The pipeline shall be backfilled sufficiently to prevent movement of the pipe under
pressure. Thrust blocks shall be in place and time allowed for the concrete to cure before
testing. Where permanent blocking is not required, the Contractor shall furnish and install
temporary blocking and remove it after testing.
The mains shall be filled with water and allowed to stand under pressure a sufficient
length of time to allow the escape of air and allow the lining of the pipe to absorb water.
The Contracting Agency will furnish the water necessary to fill the pipelines for testing
purposes at a time of day when sufficient quantities of water are available for normal
system operation.
The test shall be accomplished by pumping the main up to the required pressure,
stopping the pump for 15-minutes, and then pumping the main up to the test pressure
again. During the test, the section being tested shall be observed to detect any
visible leakage.
A clean container shall be used for holding water for pumping up pressure on the
main being tested. This makeup water shall be sterilized by the addition of chlorine to a
concentration of 50-mg/l.
The quantity of water required to restore the pressure shall be accurately determined
by pumping through a positive displacement water meter. The meter shall be approved by
the Engineer. Acceptability of the test will be determined as follows:
400,266
PSDL
The quantity of water lost from the main shall not exceed the number of gallons per
hour as determined by the formula:
in which
L = allowable leakage, gallons/hour
D = nominal diameter of the pipe in inches
P = test pressure during the leakage test (psi)
S = gross length of pipe tested, feet
There shall not be an appreciable or abrupt loss in pressure during the 15-minute
test period.
2010 Standard Specifications M 41-10 Page 7-35
WATER MAINS 7-09
Pressure gauges used in the test shall be accompanied with certifications of accuracy
from a testing Laboratory approved by the Engineer.
Any visible leakage detected shall be corrected by the Contractor regardless of the
allowable leakage specified above. Should the tested section fail to meet the pressure test
successfully as specified, the Contractor shall, at no additional expense to the Contracting
Agency, locate and repair the defects and then retest the pipeline.
Tests shall be made with the hydrant auxiliary gate valves open and pressure against
the hydrant valve. Each valve shall be tested by closing each in turn and relieving the
pressure beyond. This test of the valve will be acceptable if there is no immediate loss
of pressure on the gauge when the pressure comes against the valve being checked. The
Contractor shall verify that the pressure differential across the valve does not exceed the
rated working pressure of the valve.
Prior to calling out the Engineer to witness the pressure test, the Contractor shall
have all equipment set up completely ready for operation and shall have successfully
performed the test to ensure that the pipe is in satisfactory condition.
Defective materials or workmanship, discovered as a result of hydrostatic field test,
shall be replaced by the Contractor at no additional expense to the Contracting Agency.
Whenever it is necessary to replace defective material or correct the workmanship,
the hydrostatic test shall be re-run at the Contractor’s expense until a satisfactory test
is obtained.
7-09.3(23)A Testing Extensions From Existing Mains
When an existing water main is extended with new pipe to a new valve and the
distance from the existing pipe to the new valve is 18-feet or less, the section of new
pipe installed between the new valve and the end of the existing main shall be made with
pretested, prechlorinated pipe, and no hydrostatic test will be required. When the required
hydrostatic tests are conducted in the new main section beyond the installed new valve in
the closed position, the normal pressure of the existing main may be present against the
other side of the new valve.
Where the distance between the end of an existing water main pipe extension to
the new valve is more than 18-feet, the connection of the new pipe to existing pipe shall
not be made until after hydrostatic tests have been made to the required pressure in both
directions against the new valve. This shall be accomplished by a temporary cap or plug
installed on the end of the new pipe, beyond the new valve, as close as possible to the
existing pipe for testing purposes.
The short length of pipe between the temporary cap or plug end with the new valve
in the closed position, with no hydrostatic pressure active on the opposite side of the
valve, shall be subjected to the required test pressure. The same test shall be made against
the other side of the new valve when that section of pipe is tested with no hydrostatic
pressure active in the short section of pipe toward the existing main. The final connection
to the existing main shall be made with pretested prechlorinated pipe.
7-09.3(23)B Testing Section with hydrants Installed
When hydrants are included with the section of main pipe to be tested, the testing
shall be conducted in 3 separate tests as follows:
Test No. 1 – Water main gate valves and hydrant auxiliary gate valves closed,
with the hydrant operating stem valves and hose ports wide open.
Test No. 2 – Water main gate valves and the hydrant operating the stem valves
tightly closed but the hydrant auxiliary gate valves and hose ports wide open.
Test No. 3 – Each hydrant shall be tested to the pressure indicated in Section
7-09.3(23) with the hydrant auxiliary gate valve and hose ports closed and the
hydrant operating stem valve wide open.
Page 7-36 2010 Standard Specifications M 41-10
7-09 WATER MAINS
7-09.3(23)c Testing hydrants Installed on Existing Mains
For hydrants installed and connected to an existing main, the hydrant connection
including hydrant tee, connection pipe, and auxiliary gate valves, shall be installed with
pretested materials.
Before the hydrant connection is made to the existing main, the hydrant installation
shall be subjected to the hydrostatic Test No. 3 as specified in Section 7-09.3(23)
B. Hydrants installed and connected to an existing main shall have a satisfactory
bacteriological sample obtained following the hydrostatic test.
7-09.3(24) Disinfection of Water Mains
Before being placed into service, new water mains and repaired portions of, or
extensions to, existing mains shall be chlorinated and a satisfactory bacteriological
report obtained. In the event 2 unsatisfactory bacteriological reports are obtained on a
section of pipe, the Contractor shall revise his method of disinfection and the form of
applied chlorine.
7-09.3(24)A Flushing
Sections of pipe to be disinfected shall first be flushed to remove any solids or
contaminated material that may have become lodged in the pipe. If a hydrant is not
installed at the end of the main, then a tap shall be provided large enough to develop a
flow velocity of at least 2.5-fps in the water main.
Taps required by the Contractor for temporary or permanent release of air,
chlorination or flushing purposes shall be provided by the Contractor as part of the
construction of water mains.
Where dry calcium hypochlorite is used for disinfection of the pipe, flushing shall be
done after disinfection.
The Contractor shall be responsible for disposal of treated water flushed from mains
and shall neutralize the wastewater for protection of aquatic life in the receiving water
before disposal into any natural drainage channel. The Contractor shall be responsible for
disposing of disinfecting solution to the satisfaction of the Contracting Agency and local
authorities. If approved by the Engineer, disposal may be made to an available sanitary
sewer provided the rate of disposal will not overload the sewer.
7-09.3(24)B Requirement of chlorine
Before being placed into service, new mains and repaired portions of, or extensions
to, existing mains shall be chlorinated so that a chlorine residual of not less than 25-mg/l
remains in the water after standing 24-hours in the pipe. The initial chlorine content of
the water shall be not less than 50-mg/l.
7-09.3(24)c Form of Applied chlorine
Chlorine shall be applied by 1 of the methods which follow, to give a dosage of not
less than 50-mg/l of available chlorine.
7-09.3(24)D Dry calcium hypochlorite
As each length of pipe is laid, sufficient high-test calcium hypochlorite (65 to 70-
percent chlorine) shall be placed inside the pipe to yield a dosage of not less than 50-mg/l
available chlorine, calculated on the volume of the water that the pipe and appurtenances
will contain.
The number of grams of 65-percent test calcium hypochlorite required for a 20-foot
length of pipe equals
0.008431 × d2 ,
in which “d” is the diameter in inches.
2010 Standard Specifications M 41-10 Page 7-37
WATER MAINS 7-09
7-09.3(24)E liquid chlorine
A chlorine gas-water mixture shall be applied by means of a solution-feed
chlorinating device, or the dry gas may be fed directly through proper devices for
regulating the rate of flow and providing effective diffusion of the gas into the water
within the pipe being treated. Chlorinating devices for feeding solutions of the chlorine
gas, or the gas itself, must provide means for preventing the backflow of water into
the chlorine.
7-09.3(24)F chlorine-Bearing compounds in Water
A mixture of water and high-test calcium hypochlorite (65 to 70-percent Cl) may
be substituted for the chlorine gas-water mixture. The dry powder shall first be mixed as
a paste and then thinned to a 1-percent chlorine solution by adding water to give a total
quantity of 7.5-gallons of water per pound of dry powder. This solution shall be injected
in 1 end of the section of main to be disinfected while filling the main with water.
7-09.3(24)G Sodium hypochlorite
Sodium hypochlorite, commercial grade (12.5-percent Cl) or in the form of liquid
household bleach (5 to 6-percent Cl), may be substituted for the chlorine gas-water
mixture. This liquid chlorine compound may be used full strength or diluted with water
and injected into the main in correct proportion to the fill water so that dosage applied to
the water will be at least 50-mg/l.
7-09.3(24)h Point of Application
The point of application of the chlorinating agent shall be at the beginning of the
pipeline extension or any valved section of it, and through a corporation stop inserted
in the horizontal axis of the pipe. The water injector for delivering the chlorine-bearing
water into the pipe should be supplied from a tap on the pressure side of the gate valve
controlling the flow into the pipeline extension. Alternate points of applications may be
used when approved by the Engineer.
7-09.3(24)I Rate of Application
Water from the existing distribution system, or other source of supply, shall
be controlled to flow very slowly into the newly-laid pipeline during application of
the chlorine. The rate of chlorine gas-water mixture or dry gas feed shall be in such
proportion to the rate of water entering the newly-laid pipe that the dosage applied to the
water will be at least 50-mg/l.
7-09.3(24)J Preventing Reverse Flow
No connections shall be made between the existing distribution system and pipelines
not disinfected that are constructed under this Contract without a State Department of
Health approved backflow preventer installed in the connecting line.
7-09.3(24)k Retention Period
Treated water shall be retained in the pipe at least 24-hours. After this period, the
chlorine residual at pipe extremities and at other representative points shall be at least
25-mg/l.
7-09.3(24)l chlorinating Valves, hydrants, and Appurtenances
In the process of chlorinating newly laid pipe, valves, hydrants, and other
appurtenances shall be operated while the pipeline is filled with the chlorinating agent
and under normal operating pressure.
Page 7-38 2010 Standard Specifications M 41-10
7-09 WATER MAINS
7-09.3(24)M chlorinating connections to Existing Water Mains and Water
Service connections
The chlorinating procedure to be followed shall be as specified in AWWA Standard
C651. All closure fittings shall be swabbed with a very strong chlorine solution at least as
strong as liquid household bleach (5 to 6-percent Cl).
7-09.3(24)N Final Flushing and Testing
Following chlorination, treated water shall be flushed from the newly-laid pipe until
the replacement water throughout its length shows, upon test, the absence of chlorine.
In the event chlorine is normally used in the source of supply, then the tests shall show
a residual not in excess of that carried in the water supply system.
A sample tap shall be located ahead of the flushing hose for convenience and for
sanitary sampling.
Before placing the lines into service, a satisfactory report shall be received from the
local or State Health Department on samples collected from representative points in the
new system. Samples will be collected and bacteriological tests obtained by the Engineer.
7-09.3(24)O Repetition of Flushing and Testing
Should the initial treatment result in an unsatisfactory bacteriological test, the
original chlorination procedure shall be repeated by the Contractor until satisfactory
results are obtained. Failure to get a satisfactory test shall be considered as failure of the
Contractor to keep the pipe clean during construction, or to properly chlorinate the main.
7-09.4 Measurement
Measurement for payment of pipe for water mains will be by the linear foot of
pipe laid and tested and shall be measured along the pipe through fittings, valves,
and couplings.
Measurement for payment of blowoff assembly will be per each.
No measurement shall be made for clearing and grubbing, removal of existing street
improvements, protection of existing utilities and services, trench excavation and pipe
zone backfill, pipe zone bedding, and compaction of backfill.
When listed as a pay item, rock excavation will be measured in its original position
by volume in cubic yards. The quantity measured for payment will include only the
material excavated from within the limits hereinafter defined. Any additional excavation
outside of these limits will be considered as having been made for the Contractor’s
benefit, and all costs in connection with such excavation shall be included in the unit
Contract prices for the various items of Work.
The horizontal limits for measuring rock excavation will be the sides of the
trench, except no payment will be made for material removed outside of vertical planes
extended beyond the maximum trench widths, as specified in Section 7-09.3(7). Vertical
distances shall be measured from the upper surface of the rock to an elevation 6-inches
below the underside of the pipe barrel, or to the lower surface of the rock, whichever
is less. Boulders exceeding 1-cubic yard in volume shall be paid for according to their
measured volume.
Removal of the extra trench excavation as defined in Section 7-09.3(7)C will be
measured by the cubic yard. The depth shall be the actual depth removed for the changed
line or grade in accordance with Section 7-09.3(5) or as ordered by the Engineer in
accordance with Section 1-04.4. The width shall be the actual width removed for the
changed line or grade, but in no case shall the measured width exceed the allowable
widths specified in Section 7-09.3(7).
2010 Standard Specifications M 41-10 Page 7-39
WATER MAINS 7-09
Removal and replacement of unsuitable material will be measured by the cubic
yard. The depth shall be the actual depth removed below the depth specified in Section
7-09.3(5). The width shall be the actual width removed, but in no case shall the measured
width exceed the allowable widths specified in Section 7-09.3(7).
Measurement of bank run gravel for trench backfill will be by the cubic yard
measured in trucks at the point of delivery.
Shoring or extra trench excavation will be measured as specified in Section 2-09.4
for shoring or extra excavation Class B.
7-09.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal:
“_________Pipe for Water Main_____ In. Diam.”, per linear foot.
The unit Contract price per linear foot for each size and kind of “__________
Pipe for Water Main _____ In. Diam.” shall be full pay for all Work to complete the
installation of the water main including but not limited to trench excavation, bedding,
laying and jointing pipe and fittings, backfilling, concrete thrust blocking, testing,
flushing, disinfecting the pipeline, and cleanup.
Payment for restoration will be made under the applicable items shown in the
Proposal. If no pay items for restoration are included in the Proposal, restoration shall be
considered incidental to the Work of constructing the water main, and all costs thereof
shall be included in the unit Contract price Bid for “______ Pipe for Water Main ____
In. Diam.”
“Rock Excavation”, per cubic yard.
If no pay item is listed, rock excavation shall be considered incidental to the
Work to construct the water main and all costs shall be included in other items of Work
specified in Section 7-09.5.
“Extra Trench Excavation”, per cubic yard.
“Removal and Replacement of Unsuitable Material”, per cubic yard.
“Bank Run Gravel for Trench Backfill”, per cubic yard.
No separate payment will be made for clearing and grubbing, removal of existing
street improvements, furnishing and installing sand cushion, protection of existing
utilities and services, trench excavation and backfill, bedding the pipe, and compacting
the backfill. These items shall all be considered as incidental to the Work of constructing
the water main, and all costs thereof shall be included in the payment as specified in
Section 7-09.5.
“Shoring or Extra Excavation Trench”, per square foot.
“Blowoff Assembly”, per each.
The unit Contract price Bid per each for “Blowoff Assembly” shall be full pay for all
Work to install the blowoff assembly, including but not limited to excavating, backfilling,
laying and jointing pipe, tapping the main, corporation stop, pipe and fittings, gate valve,
meter box, and cover and cleanup.
Page 7-40 2010 Standard Specifications M 41-10
7-10 VAcANT
7-10 VAcANT
2010 Standard Specifications M 41-10 Page 7-41
VAcANT 7-11
7-11 VAcANT
Page 7-42 2010 Standard Specifications M 41-10
7-12 VAlVES FOR WATER MAINS
7-12 VAlVES FOR WATER MAINS
7-12.1 Description
Valves for water mains shall be suitable for ordinary waterworks service, intended to
be installed in a normal position on buried pipelines for water distribution systems.
Valves shall open counterclockwise and shall be equipped with a 2-inch square
AWWA standard operating nut. Unless otherwise specified, all valves shall be the
nonrising stem type.
7-12.2 Materials
Materials shall meet the requirements of the following sections:
Gate Valves (3-inches to 16-inches) 9-30.3(1)
Butterfly Valves 9-30.3(3)
Valve Boxes 9-30.3(4)
Valve Marker Posts 9-30.3(5)
Combination Air Release/Air Vacuum Valves 9-30.3(7)
End Connections 9-30.5(1)
Tapping Sleeve and Valve Assembly 9-30.3(8)
The valves shall be standard pattern of a manufacturer whose products are approved
by the Engineer and shall have the name or mark of the manufacturer, year valve casting
was made, size and working pressure plainly cast in raised letters on the valve body.
The valve bodies shall be cast iron, ductile iron, or other approved material mounted
with approved noncorrosive metals. All wearing surfaces shall be bronze or other
approved noncorrosive material, and there shall be no moving bearing or contact surfaces
of iron in contact with iron. Contact surfaces shall be machined and finished in the best
workmanlike manner, and all wearing surfaces shall be easily renewable.
7-12.3 construction Requirements
All valves shall be inspected upon delivery in the field to ensure proper working
order before installation. They shall be set and jointed to the pipe in the manner as set
forth in the AWWA Standards for the type of connecting ends furnished. The valves shall
also be carefully inspected for injury to the outer protective coatings. At all places where
the coating has been ruptured or scraped off, the damaged area shall be cleaned to expose
the iron base installation, and the cleaned area shall then be recoated with 2 or more field
coats of approved protective coating.
Upon delivery at the work site, all valves shall be opened to prevent the collection
of water in the valve. Valves shall have the interiors cleaned of all foreign matter and
shall be inspected both in open and closed position prior to installation. Valves and valve
boxes shall be set plumb and valve boxes shall be placed over the valve or valve operator
in a manner that the valve box does not transmit shock or stress to the valve. The lower
casting of the unit is installed first, in a manner as to be supported by a minimum backfill
or by a Styrofoam collar not less than 2-inches in thickness. The casting shall not rest
directly upon the body of the valve or upon the water main. Backfill shall be carefully
tamped around the valve box to a distance of 3-feet on all sides or to the undisturbed
face of the trench if it is closer. The cast iron valve box cover shall be set flush with the
Roadbed or finished paved surface.
The combination air release/air vacuum valves shall be installed as shown in the
Plans. All piping shall be sloped to permit escape of any entrapped air. Backfilling and
compaction shall be as specified in Section 7-09.
2010 Standard Specifications M 41-10 Page 7-43
VAlVES FOR WATER MAINS 7-12
After installation, all valves shall be subjected to field testing and disinfected as
outlined in Section 7-09. Should any defects in design, materials, or workmanship appear
during these tests, the Contractor shall correct such defects with the least possible delay
and to the satisfaction of the Engineer.
7-12.3(1) Installation of Valve Marker Post
Where required, a valve marker post shall be furnished and installed with each
valve. Valve marker posts shall be placed at the edge of the Right of Way opposite the
valve and be set with 18-inches of the post exposed above grade. The exposed portion of
the valve marker posts shall be painted with 2 coats of concrete paint in a color selected
by the Engineer, and then the size of the valve and the distance in feet and inches to the
valve shall be stenciled with black paint on the face of the post, using a stencil which will
produce letters 2-inches high.
7-12.4 Measurement
Measurement of valves shall be per each for each type and size actually installed.
7-12.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal:
“Gate Valve ____ In.”, per each.
“Butterfly Valve ____ In.”, per each.
“Comb. Air Release/Air Vacuum Valve Assembly ____ In.”, per each.
“Tapping Sleeve and Valve Assembly ____ In.”, per each.
The unit Contract price per each for the valve specified shall be full pay for all Work
to furnish and install the valve complete in place on the water main, including trenching,
jointing, blocking of valve, painting, disinfecting, hydrostatic testing, valve box, and
marker post.
Page 7-44 2010 Standard Specifications M 41-10
7-13 VAcANT
7-13 VAcANT
2010 Standard Specifications M 41-10 Page 7-45
hyDRANTS 7-14
7-14 hyDRANTS
7-14.1 Description
This Section covers the installation of dry barrel fire hydrants intended for ordinary
water works service.
7-14.2 Materials
Materials shall meet the requirements of the following sections:
Hydrants 9-30.5
End Connections 9-30.5(1)
Hydrant Dimensions 9-30.5(2)
Hydrant Extensions 9-30.5(3)
Hydrant Restraint 9-30.5(4)
Traffic Flange 9-30.5(5)
Guard Posts 9-30.5(6)
7-14.3 construction Requirements
7-14.3(1) Setting hydrants
Where shown in the Plans, hydrants shall be installed in accordance with the
Standard Plans. In addition, a minimum 3-foot radius unobstructed working area shall
be provided around all hydrants. The sidewalk flange shall be set 2-inches above
finished grade.
All hydrants shall be set on concrete blocks as shown in the Standard Plans. The
hydrant barrel drain shall waste into a pit of porous gravel material situated at the base of
the hydrant as shown in the Standard Plans.
All hydrants shall be inspected upon delivery in the field to ensure proper working
order. After installation, fire hydrants, auxiliary gate valves, and other appurtenances
thereto shall be subjected to a hydrostatic test and disinfection procedures as specified in
Section 7-09.
After all installation and testing is complete, the exposed portion of the hydrant
shall be painted with 1 field coat. The type and color of paint will be designated by
the Engineer.
Any hydrant not in service shall be identified by covering with a burlap or plastic
bag properly secured.
7-14.3(2) hydrant connections
Hydrant laterals shall consist of 1 continuous section of 6-inch ductile iron pipe from
the main to the hydrant and shall include an auxiliary gate valve set vertically and placed
in accordance with the Standard Plan.
7-14.3(2)A hydrant Restraints
The thrust created in the hydrant lateral shall be restrained as shown in the Standard
Plans. If applicable, shackle rods, after installation, shall be cleaned and painted with
2 coats of asphalt varnish, or with such other bituminous coating as may be approved by
the Engineer.
Page 7-46 2010 Standard Specifications M 41-10
7-14 hyDRANTS
7-14.3(2)B Auxiliary Gate Valves and Valve Boxes
Auxiliary gate valves and valve boxes shall be installed in accordance with
Section 7-12 except that the end connections shall be provided with lugs for shackling,
or the bells shall provide sufficient clearance between the body of the valve and the hub
to permit the installation of shackles.
7-14.3(2)c hydrant Guard Posts
Hydrant guard posts shall be constructed at the locations shown in the Plans. The
exposed portion of each guard post shall be painted with 1 coating of the type and color
designated by the Engineer.
7-14.3(3) Resetting Existing hydrants
Where existing hydrants are shown in the Plans for adjustments to conform to a new
street alignment or grade or both, the hydrant shall be relocated without disturbing the
location of the hydrant lateral tee at the main.
The method for thrust restraint for the hydrant lateral shall be determined by the
conditions found in the field and shall be constructed as ordered by the Engineer at no
additional cost to the Contracting Agency.
This Work shall conform to Section 7-14.3(1).
7-14.3(4) Moving Existing hydrants
Existing hydrants shall be moved where shown in the Plans. When the existing
hydrant lateral tee does not accommodate a new hydrant location, a new hydrant lateral
tee shall be installed in the main. The existing hydrant lateral tee shall be removed from
the main (if said main is to remain active), and a new section of pipe inserted into the
water main in place of the existing hydrant lateral tee. Where the existing main to which
the existing hydrant lateral tee is connected, and is to be abandoned or temporarily
activated after the existing hydrant is moved, the open end of the hydrant lateral pipeline
shall be plugged (and temporary thrust restrain provided if temporarily reactivated). All
Work shall meet the requirements of Section 7-14.3(1).
7-14.3(5) Reconnecting Existing hydrants
Existing hydrants shall be reconnected where shown in the Plans. The location
and elevation of the existing hydrant shall remain unchanged, but the existing hydrant
connection is changed to connect with a new hydrant tee provided in a new main.
Where existing hydrants were not shackled to the old main, the new connection shall
be shackled with steel rods as shown in the Standard Plans, or by such other shackling
method as approved by the Engineer.
Hydrant reconnections shall meet the requirements of Sections 7-14.3(1) and
7-14.3(2).
7-14.3(6) hydrant Extensions
The Contractor shall furnish and install hydrant extensions where required. The
hydrant extensions, operating stems for the hydrant main valves, and sidewalk flanges
shall conform to AWWA C502. After installation, the extended fire hydrant shall be
subjected to a hydrostatic pressure test and disinfection procedure as specified in
Section 7-09.
2010 Standard Specifications M 41-10 Page 7-47
hyDRANTS 7-14
7-14.4 Measurement
Measurement of hydrant assembly, resetting existing hydrants, moving existing
hydrants, and reconnecting existing hydrants will be made per each. Measurement of
hydrant extension will be made per linear foot.
7-14.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal:
“Hydrant Assembly”, per each.
The unit Contract price per each for “Hydrant Assembly” shall be full pay for all
Work to furnish and install fire hydrant assemblies, including all costs for auxiliary gate
valve, shackles, tie rods, concrete blocks, gravel, and painting required for the complete
installation of the hydrant assembly as specified, except the pipe connecting the hydrant
to the main and the hydrant lateral tee will be paid for as specified in Section 7-09.5.
“Resetting Existing Hydrant”, per each.
The unit Contract price per each for “Resetting Existing Hydrant” shall be full pay
for all Work to reset the existing hydrant, including shackling, painting, and reconnecting
to the main. New pipe required from the main to the hydrant will be paid as specified in
Section 7-09.5.
“Moving Existing Hydrant”, per each.
The unit Contract price per each for “Moving Existing Hydrant” shall be full pay
for all Work to move the existing hydrant, including new hydrant lateral tee, shackling,
painting, and reconnecting to the main. New pipe for hydrant connections will be paid for
as specified in Section 7-09.5.
“Reconnecting Existing Hydrant”, per each.
The unit Contract price per each for “Reconnecting Existing Hydrant” shall be full
pay for all Work to reconnect the existing hydrant, excepting however, that new pipe used
for the connection will be paid as specified in Section 7-09.5.
“Hydrant Extension”, per linear foot.
The unit Contract price per linear foot for “Hydrant Extension” shall be full pay for
all Work to extend the hydrant vertically.
Page 7-48 2010 Standard Specifications M 41-10
7-15 SERVIcE cONNEcTIONS
7-15 SERVIcE cONNEcTIONS
7-15.1 Description
This Work consists of installing 2-inch and smaller service connections from the
main to and including the meter setter for the premises served. Service connections larger
than 2-inches shall be installed as detailed on the Plans or as described in the Special
Provisions.
7-15.2 Materials
Materials shall meet the requirements of the following sections:
Saddles 9-30.6(1)
Corporation Stops 9-30.6(2)
Service Pipe 9-30.6(3)
Service Fittings 9-30.6(4)
Meter Setters 9-30.6(5)
Bronze Nipples and Fittings 9-30.6(6)
Meter Boxes 9-30.6(7)
7-15.3 construction Requirements
All service connections to water mains, except to ductile iron pipe Class 52 or
stronger, shall be made using saddles as specified and be of the size and type suitable for
use with the pipe being installed. Ductile iron pipe Class 52 or stronger may be direct
tapped for corporation stops in accordance with the recommendations of DIPRA; unless
direct taps are prohibited by the Special Provisions. Service pipelines shall be installed
perpendicular to the main, unless shown otherwise in the Plans.
The depth of trenching for service connection piping shall provide a minimum of
3-feet of cover over the top of the pipe. Particular care shall be exercised to ensure that
the main is not damaged by the Work undertaken to install the service. Excavating and
backfilling for service connections shall be as specified in Section 7-09, except that
the service pipeline shall be installed under pavement, curbs, and sidewalks by boring
methods approved by the governmental agency having jurisdiction over the Roadway.
Service pipes shall be cut using a tool or tools specifically designed to leave a
smooth, even, and square end on the piping material to be cut. Cut ends shall be reamed
to the full inside diameter of the pipe. Pipe ends to be connected using couplings which
seal to the outside surface of the pipe shall be cleaned to a sound, smooth finish before
the couplings are installed. The meter box shall be adjusted to the finished grade after the
surface has been acceptably restored.
Where shown in the Plans, existing service connections shall be reconnected to the
new mains. The location of existing service connections shall be verified in the field by
the Contractor. The Contractor shall notify affected customers of the service interruption
at least 24-hours prior to service interruption.
Pipe materials used to extend or replace existing service connections beyond the
meter box shall be copper or polyethylene pipe. Insulating couplings shall be used at
any connection between galvanized steel or iron pipe and copper pipe. All fittings,
appurtenances, and other miscellaneous materials on the sections of existing pipe that
have been removed shall become the property of the Contractor.
7-15.3(1) Flushing and Disinfection
All service pipe and appurtenances shall be prechlorinated prior to installation. After
installation, the service connection shall be flushed prior to connecting the meter.
2010 Standard Specifications M 41-10 Page 7-49
SERVIcE cONNEcTIONS 7-15
7-15.4 Measurement
Service connections will be measured per each for each size of service connection
installed.
7-15.5 Payment
Payment will be made in accordance with Section 1-04.1, for the following Bid item
when it is included in the Proposal:
“Service Connection ____ In. Diam.”, per each.
The unit Contract price per each for “Service Connection ____ In. Diam.” shall
be full pay for all Work to install the service connection, including but not limited to,
excavating, tapping the main, laying and jointing the pipe and fittings and appurtenances,
backfilling, testing, flushing, and disinfection of the service connection.
Page 7-50 2010 Standard Specifications M 41-10
7-16 VAcANT
7-16 VAcANT
2010 Standard Specifications M 41-10 Page 7-51
SANITARy SEWERS 7-17
7-17 SANITARy SEWERS
7-17.1 Description
This Work consists of constructing sanitary sewer lines in accordance with the Plans,
these Specifications, and the Standard Plans, as staked.
7-17.2 Materials
Pipe used for sanitary sewers may be:
Rigid Thermoplastic
Concrete ABS Composite
Vitrified Clay PVC (Polyvinyl Chloride)
Ductile Iron
All sanitary sewer pipe shall have flexible gasketed joints unless otherwise specified.
It is not intended that materials listed are to be considered equal or generally
interchangeable for all applications. The Engineer shall determine from the materials
listed those suitable for the project, and shall so specify in the Specifications or the Plans.
Materials shall meet the requirements of the following sections.
Plain Concrete Storm Sewer Pipe 9-05.7(1)
Reinforced Concrete Storm Sewer Pipe 9-05.7(2)
Vitrified Clay Sewer Pipe 9-05.8
Solid Wall PVC Sanitary Sewer Pipe 9-05.12(1)
Profile Wall PVC Sanitary Sewer Pipe 9-05.12(2)
Ductile Iron Sewer Pipe 9-05.13
ABS Composite Sewer Pipe 9-05.14
All pipe shall be clearly marked with type, class, and thickness. Lettering shall be
legible and permanent under normal conditions of handling and storage.
7-17.3 construction Requirements
Sanitary sewers shall be constructed in accordance with Section 7-08.3.
7-17.3(1) Protection of Existing Sewerage Facilities
All existing live sewers including septic tanks and drain fields shall be kept in
service at all times. Provision shall be made for disposal of sewage flow if any existing
sewers are damaged. Damage to existing sewers shall be repaired by the Contractor, at no
expense to the Contracting Agency, to a condition equal to or better than their condition
prior to the damage.
Water accumulating during construction shall be removed from the new sewers but
shall not be permitted to enter the existing system. The Contractor shall be responsible
for flushing out and cleaning any existing sewers into which gravel, rocks, or other debris
has entered as a result of their operations, and shall repair lift stations or other facilities
damaged by the Contractor’s operations.
The physical connection to an existing manhole or sewer shall not be made until
authorized by the Engineer. Such authorization will not be given until all upstream
lines have been completely cleaned, all debris removed, and where applicable, a pipe
temporarily placed in the existing channel and sealed.
Page 7-52 2010 Standard Specifications M 41-10
7-17 SANITARy SEWERS
7-17.3(2) cleaning and Testing
7-17.3(2)A General
Sewers and appurtenances, where required in the Plans, shall be cleaned and tested
after backfilling by either the exfiltration or low pressure air method at the option of the
Contractor, except where the ground water table is such that the Engineer may require the
infiltration test.
All Work involved in cleaning and testing sewer lines between manholes or rodding
inlets as required shall be completed within 15-working days after backfilling of sewer
lines and Structures. Any further delay will require the written consent of the Engineer.
The Contractor shall furnish all labor, materials, tools, and equipment necessary to make
the test, clean the lines, and perform all incidental Work. The Contractor shall perform the
tests under the direction and in the presence of the Engineer. Precautions shall be taken to
prevent joints from drawing during tests, and any damage resulting from these tests shall
be repaired by the Contractor at no expense to the Contracting Agency. The manner and
time of testing shall be subject to approval by the Engineer.
All wyes, tees, and stubs shall be plugged with flexible jointed caps, or acceptable
alternate, securely fastened to withstand the internal test pressure. Such plugs or caps
shall be readily removable, and their removal shall provide a socket suitable for making a
flexible jointed lateral connection or extension.
Testing side sanitary sewers shall be for their entire length from the public sewer
in the street to the connection with the building’s plumbing. Their testing shall be as
required by the local sanitary agency but in no case shall it be less thorough than that
of filling the pipe with water before backfilling and visually inspecting the exterior for
leakage. The decision of the Engineer as to acceptance of the side sanitary sewer shall
be final.
If any sewer installation fails to meet the requirements of the test method used,
the Contractor shall determine, at no expense to the Contracting Agency, the source or
sources of leakage and shall repair or replace all defective materials or workmanship
at no expense to the Contracting Agency. The complete pipe installation shall meet the
requirements of the test method used before being considered acceptable.
7-17.3(2)B Exfiltration Test
Prior to making exfiltration leakage tests, the Contractor may fill the pipe with
clear water to permit normal absorption into the pipe walls provided, however, that
after so filling the pipe, the Contractor shall complete the leakage test within 24-hours
after filling. When under test, the allowable leakage shall be limited according to the
provisions that follow. Specified allowances assume pre-wetted pipe.
Leakage shall be no more than 0.28-gph per inch diameter per 100-feet of sewer,
with a hydrostatic head of 6-feet above the crown at the upper end of the test section, or
above the natural ground water table at the time of test, whichever is higher. The length of
pipe tested shall be limited so that the pressure at the lower end of the Section tested does
not exceed 16-feet of head above the invert, and in no case shall be greater than 700-feet
or the distance between manholes when greater than 700-feet.
Where the test head is other than 6-feet, the maximum leakage shall not exceed the
amount determined from the following equation:
Maximum leakage (in gallons per hour) = 0.28 × (√H/√6) × D × (L/100)
where: D = diameter (in.)
L = length of pipe (ft.)
H = test head (ft.)
When the test is to be made 1 joint at a time, the leakage per joint shall not exceed
the computed allowable leakage per length of pipe.
2010 Standard Specifications M 41-10 Page 7-53
SANITARy SEWERS 7-17
7-17.3(2)C Infiltration Test
Where the natural ground water head over the pipe is 2-feet or less above the crown
of pipe at the upper end of the test section, the infiltration test leakage shall not exceed
0.16-gallons per hour per inch of diameter per 100-feet of pipe length. The length of
pipe tested shall not exceed 700-feet or the distance between manholes when greater than
700-feet.
Where the natural ground water head is greater than 2-feet, the maximum leakage
shall not exceed the amount determined from the following equation:
Maximum leakage (in gallons per hour) = 0.16 × (√H/√2) × D × (L/100)
where: D = diameter (in.)
L = length of pipe (ft.)
H = natural ground water head (ft.)
When a suitable head of ground water exists above the crown of the pipe and when
the pipe is large enough to work inside, acceptance may be based on the repair of visible
leakage by means satisfactory to the Engineer.
7-17.3(2)D Other Test Allowances
For either the infiltration or exfiltration test, all lateral or side sewer branches
included in the test section shall be taken into account in computing allowable leakage.
An allowance of 0.2-gallons per hour per foot of head above invert shall be made for each
manhole included in a test section.
Upon final acceptance of the Work all sewers, side sewers and fittings shall be open,
clean, and free draining.
7-17.3(2)E low Pressure Air Test for Sanitary Sewers constructed of Air
Permeable Materials
Air permeable materials include concrete and vitrified clay. Low pressure air testing
may be used for air permeable pipes 30-inches in diameter and smaller.
The test equipment to be used shall be furnished by the Contractor and shall be
inspected and approved by the Engineer prior to use. The Engineer may at any time
require a calibration test of gauges or other instrumentation that is incorporated into the
test equipment. Calibration tests shall be certified by an independent testing Laboratory.
Plugs used to close the pipe for the air test must be securely braced to prevent the
unintentional release of a plug, which can become a high velocity projectile. Gauges,
air piping manifold, and valves shall be located at the top of the ground. No one shall
be permitted to enter a manhole or catch basin where a plugged pipe is under pressure.
Air testing apparatus shall be equipped with a pressure release device, such as a rupture
disk or a pressure relief valve, designed to activate when the pressure in the pipe exceeds
2-psig above the required test pressure.
If the pipe to be tested is submerged by groundwater, the backpressure on the pipe
created by the groundwater submergence must be determined. All gauge pressures
described in the test shall be increased by that amount.
The first section of pipe installed by each crew shall be tested in order to qualify
the crew and material. A successful test for the section shall be a prerequisite to further
installation by that crew. Following the initial test, pipes shall be tested from manhole
to manhole, catch basin to catch basin, or such shorter lengths as determined by the
Contractor.
Page 7-54 2010 Standard Specifications M 41-10
7-17 SANITARy SEWERS
Air shall be slowly supplied to the plugged pipe section until the internal air pressure
reaches 4-psig. Wait at least 2-minutes to allow for pressure and temperature stabilization
to occur within the pipe.
When the pressure decreases to 3.5-psig, the air pressure test shall begin. The test
shall consist of measuring the time in seconds for the pressure in the pipe to drop from
3.5-psig to 2.5-psig. The pipe shall be considered acceptable if the time in seconds for the
pressure drop is equal to or greater than the required time as calculated below:
K = 0.0111d2L
C = 0.0003918dL
If CT <1, then time = KT
If 1 <CT <1.75, then time = KT/CT
If CT > 1.75, then time = KT/1.75
where: d = Pipe diameter (inches)
L = Pipe length (feet)
K = value for each length of pipe of a specific diameter
C = value for each length of pipe of a specific diameter
KT = sum of all K values
CT = sum of all C values
This method was developed based on an allowable air loss rate of 0.003-cubic feet
per minute (cfm) per square foot of internal pipe surface, with the total air loss rate not
less than 2-cfm nor greater than 3.5-cfm. At the Contractor’s option, the pipe may be
tested without pre-wetting; however, the allowable air loss rate assumes pre-wetted pipe.
Pipe over 30-inches in diameter shall be tested 1 joint at a time in accordance with
ASTM C1103.
7-17.3(2)F low Pressure Air Test for Sanitary Sewers constructed of Non Air
Permeable Materials
Non air permeable materials include ductile iron, ABS composite, polyvinyl chloride
(PVC), and polyethylene (PE). When non air permeable pipe is subjected to a low-
pressure air test, all of the provisions of Section 7-17.3(2)E shall apply, except that the
time in seconds for the pressure drop shall be equal to or greater than 4 times the required
time calculated in Section 7-17.3(2)E.
Pipe over 30-inches in diameter shall be tested 1 joint at a time in accordance with
ASTM C 1103.
Reaches of thermoplastic pipe containing no joints shall be exempt from testing
requirements.
7-17.3(2)G Deflection Test for Thermoplastic Pipe
Sanitary sewers constructed of thermoplastic pipe shall be tested for deflection not
less than 30-days after the trench backfill and compaction has been completed. The test
shall be conducted by pulling a properly sized “go-nogo” mandrel through the completed
pipeline. Testing shall be conducted on a manhole-to-manhole basis and shall be done
after the line has been completely flushed out with water.
The mandrel shall be a rigid, nonadjustable mandrel having an effective length of
not less than its normal diameter and an odd-number of legs (9-legs minimum). Minimum
diameter at any point along the full length of the mandrel shall be 95-percent of the base
inside diameter of the pipe being tested.
2010 Standard Specifications M 41-10 Page 7-55
SANITARy SEWERS 7-17
Base inside diameter is derived by subtracting a statistical tolerance package from
the average inside diameter. The tolerance package is defined as the square root of the
sum of squared manufacturing tolerances. The tolerance package for controlled outside
diameter pipe consists of (1) outside diameter tolerance specified in applicable ASTM
Standard, (2) 12-percent of 1 wall thickness specified in applicable ASTM Standard,
and (3) out of roundness tolerance listed in appendix of applicable ASTM Standard. The
items in the tolerance package for controlled inside diameter pipe consists of (1) inside
diameter tolerance listed in appendix of applicable ASTM Standard and (2) out of
roundness tolerance listed in appendix of applicable ASTM Standard. When out of
roundness tolerance is not listed, use 3-percent of average inside diameter.
The average inside diameter for pipe with controlled outside diameter shall be
equal to the average outside diameter as specified in applicable ASTM Standard minus
2 minimum wall thicknesses as specified in applicable ASTM Standard and minus
2 times excess wall tolerance of 6-percent. The average inside diameter for pipes with
controlled inside diameter shall be the average inside diameter as specified in applicable
ASTM Standard.
The Contractor shall be required, at no expense to the Contracting Agency, to
locate and uncover any sections failing to pass the test and, if not damaged, reinstall
the pipe. The use of a vibratory re-rounding device or any process other than removal
or reinstallation shall not be acceptable. The Contractor shall retest the section after
replacement of the pipe.
Pipe large enough to work inside of may be accepted on the basis of direct
measurement.
7-17.3(2)h Television Inspection
The Engineer may require any or all sanitary sewer lines be inspected by the use
of a television camera before final acceptance. The costs incurred in making the initial
inspection shall be borne by the owner of the sanitary sewer.
The Contractor shall bear all costs incurred in correcting any deficiencies found
during television inspection including the cost of any additional television inspection that
may be required by the Engineer to verify the correction of said deficiency.
The Contractor shall be responsible for all costs incurred in any television inspection
performed solely for the benefit of the Contractor.
7-17.4 Measurement
The length of sewer pipe will be the number of linear feet of completed installation
measured along the invert and will include the length through elbows, tees and fittings.
The number of linear feet will be measured from the center of manhole to center of
manhole or to the inside face of catch basins and similar type Structures.
The length of testing sewer pipe in conformance with Section 7-17.3(2) will be the
number of linear feet of completed installation actually tested.
Page 7-56 2010 Standard Specifications M 41-10
7-17 SANITARy SEWERS
7-17.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal:
“Plain Conc. or V.C. Sewer Pipe ____ In. Diam.”, per linear foot.
“Cl. ____ Reinf. Conc. Sewer Pipe ____ In. Diam.”, per linear foot.
“PVC Sanitary Sewer Pipe ____ In. Diam.”, per linear foot.
“Ductile Iron Sewer Pipe ____ In. Diam.”, per linear foot.
“ABS Composite Sewer Pipe ____ In. Diam.”, per linear foot.
The unit Contract price per linear foot for sewer pipe of the kind and size specified
shall be full pay for furnishing, hauling, and assembling in place the completed
installation including all wyes, tees, special fittings, joint materials, bedding and backfill
material, and adjustment of inverts to manholes for the completion of the installation to
the required lines and grades.
“Testing Sewer Pipe”, per linear foot.
The unit Contract price per linear foot for “Testing Sewer Pipe” shall be full pay
for all labor, material and equipment required to conduct the leakage tests required in
Section 7-17.3(2).
“Removal and Replacement of Unsuitable Material”, per cubic yard.
The unit Contract price per cubic yard for “Removal and Replacement of Unsuitable
Material” shall be full pay for all Work to remove unsuitable material and replace and
compact suitable material as specified in Section 7-08.3(1)A.
2010 Standard Specifications M 41-10 Page 7-57
SIDE SEWERS 7-18
7-18 SIDE SEWERS
7-18.1 Description
This Work shall consist of constructing side sewers in accordance with the Plans,
these Specifications, and the Standard Plans, at locations staked, on both the right of
way and private property between the main sanitary sewer line and the stubout from a
residence or other building.
7-18.2 Materials
Materials shall be the same as required for sanitary sewers in Section 7-17.
7-18.3 construction Requirements
7-18.3(1) General
The construction requirements for sanitary sewers in Section 7-17 shall apply to the
construction of side sewers.
Side sewers shall not be backfilled prior to inspection.
Side sewers shall be constructed with a maximum joint deflection not to exceed the
manufacturer’s printed recommendations and in no case shall exceed 2-inches per foot in
any joint. Larger changes in direction shall be made by use of standard ⅛-bends.
7-18.3(2) Fittings
Side sewers shall be connected to the tee, wye, or riser provided in the public sewer,
where such is available, utilizing approved fittings or adapters. Where no tee, wye,
or riser is provided or available, connection shall be made by machine made tap and
approved saddle.
7-18.3(3) Testing
All side sewers shall be tested after backfilling.
All side sewers constructed in conjunction with the main sewer shall, for purposes
of testing as specified in Section 7-17, have a 6-inch tee fitting pipe placed at the point
where the side sewer crosses the street or other public Right of Way margin. The tee
opening shall be positioned perpendicular to the side sewer slope, unless otherwise
directed by the Engineer.
When side sewers are not tested simultaneously with the testing of the main
sewer, the Contractor, at no expense to the Contracting Agency, shall furnish and place
an additional tee in the first pipe out of the main sewer tee or wye branch, so that an
inflatable rubber ball can be inserted for sealing off the side sewer and thus permit
separate tests.
7-18.3(4) Extending Side Sewers Into Private Property
Side sewers shall not be constructed on private property prior to completion and
acceptance of the main line and side sewer on public Right of Way or easement unless
approved in writing by the Engineer.
7-18.3(5) End Pipe Marker
The location of side sewers at the property line shall be marked by the Contractor
with a 2 by 4-inch wooden stake 4-feet long buried in the ground a depth of 3-feet. The
low end shall have a 2 by 4-inch cleat nailed to it to prevent withdrawal of the stake. The
exposed end shall be painted traffic white and the depth to the side sewer or tee shall be
indicated in black paint on the 2 by 4. In addition, a length of 12-gage galvanized wire
shall be provided to extend from the plugged end of the side sewer or tee. The upper end
shall emerge at the 4-foot stake, but shall not be fastened to it.
Page 7-58 2010 Standard Specifications M 41-10
7-18 SIDE SEWERS
7-18.4 Measurement
Measurement shall be as specified in Section 7-17.4.
7-18.5 Payment
Payment shall be made in accordance with Section 1-04.1, for each of the Bid items
shown in Section 7-17.5 that are included in the Proposal.
The unit Contract price per linear foot for sewer pipe of the various kind and size
specified shall be full pay for all Work required for the completion of the installation
including fittings and end pipe marker.
2010 Standard Specifications M 41-10 Page 7-59
SEWER clEANOuTS 7-19
7-19 SEWER clEANOuTS
7-19.1 Description
This Work consists of constructing sanitary sewer cleanouts in accordance with the
Plans, these Specifications, and the Standard Plans as staked.
7-19.2 Materials
All materials incorporated into the total cleanout Structure shall meet the
requirements of the various applicable sections of these Specifications.
7-19.3 construction Requirements
A cleanout shall be provided for each total change of 90-degrees of grade or
alignment and in no case shall the spacing of cleanouts exceed 100-feet. No cleanout will
be required at the connection of the side sewer to a riser on the public sewer. A suitably
located cleanout in the house piping or plumbing may be considered as a cleanout for the
side sewer. Cleanouts shall consist of a wye branch in the side sewer.
All cleanouts located in public rights of way shall be extended to grade.
The extension of cleanouts to grade on private property will be optional with the
property owner. When extended to grade, cleanouts shall be full side sewer diameter and
shall be extended to a point not less than 6-inches nor more than 12-inches below the
finished ground surface and shall be plugged with a removable stopper which will prevent
passage of dirt or water. When specified, the Contractor shall install an approved casting
to provide ready access to the cleanout stopper. A ⅛-bend shall be used to deflect the side
sewer upward as a cleanout where the terminal end of the side sewer lies upstream from
the last point of connection.
7-19.4 Measurement
Sewer cleanouts will be measured per each.
7-19.5 Payment
Payment will be made in accordance with Section 1-04.1, for the following Bid item
when listed in the Proposal:
“Sewer Cleanout”, per each.
The unit Contract price per each for cleanouts shall be full pay for furnishing and
placing the wye, pipe, pipe bends, pipe plug, castings, and collar as specified herein and
as shown on the Standard Plan.
Page 7-60 2010 Standard Specifications M 41-10
7-19 SEWER clEANOuTS
2010 Standard Specifications M 41-10 Page 8-1
DIVISION 8
MIScEllANEOuS cONSTRucTION
8-01 EROSION cONTROl AND WATER POlluTION cONTROl
8-01.1 Description
This Work consists of furnishing, installing, maintaining, removing and disposing
of high visibility fence, and water pollution and erosion control items in accordance with
these Specifications and as shown in the Plans or as designated by the Engineer.
8-01.2 Materials
Materials shall meet the requirements of the following sections:
Seed 9-14.2
Fertilizer 9-14.3
Mulch and Amendments 9-14.4
Erosion Control Devices 9-14.5
High Visibility Fence 9-14.5
Construction Geotextile 9-33
Quarry Spalls 9-13
8-01.3 construction Requirements
8-01.3(1) General
The Contractor shall install a high visibility fence along the site preservation lines
shown in the Plans or as instructed by the Engineer. Post spacing and attachment of the
fence fabric to the posts shall be as shown in the Plans. The fence shall not be fastened
to trees.
Throughout the life of the project, the Contractor shall preserve and protect the
delineated area, acting immediately to repair or restore any fencing damaged or removed.
Controlling pollution, erosion, runoff, and related damage requires the Contractor
to perform temporary Work items including but not limited to:
1. Providing ditches, berms, culverts, and other measures to control surface water;
2. Building dams, settling basins, energy dissipaters, and other measures,
to control downstream flows;
3. Controlling underground water found during construction; or
4. Covering or otherwise protecting slopes until permanent erosion-control
measures are working.
To the degree possible, the Contractor shall coordinate this temporary Work with
permanent drainage and erosion control Work the Contract requires.
The Engineer may require additional temporary control measures if it appears
pollution or erosion may result from weather, the nature of the materials, or progress on
the Work.
When natural elements rut or erode the slope, the Contractor shall restore and repair
the damage with the eroded material where possible, and clean up any remaining material
in ditches and culverts. When the Engineer orders replacement with additional or other
materials, unit Contract prices will cover the quantities needed.
If the Engineer anticipates water pollution or erosion, the Contractor shall schedule
the Work so that grading and erosion control immediately follows clearing and grubbing.
The Engineer may also require erosion control Work to be done with or immediately
after grading. All sediment control devices including, but not limited to, sediment ponds,
Page 8-2 2010 Standard Specifications M 41-10
8-01 EROSION cONTROl AND WATER POlluTION cONTROl
perimeter silt fencing, or other sediment trapping BMPs shall be installed prior to any
ground disturbing activity. Clearing, grubbing, excavation, borrow, or fill within the
Right of Way shall never expose more erodible earth than as listed below, without written
approval by the Engineer:
Area Date Location
17 Acres
April 1 - October 31 East of the Summit of the Cascade Range
May 1 - September 30 West of the Summit of the Cascade
Range
5 Acres
November 1 - March 31 East of the Summit of the Cascade Range
October 1 - April 30 West of the Summit of the Cascade
Range
The Engineer may increase or decrease the limits in light of project conditions.
Erodible earth is defined as any surface where soils, grindings, or other materials are
capable of being displaced and transported by rain, wind, or surface water runoff.
Erodible earth not being worked, whether at final grade or not, shall be covered
within the specified time period, using an approved soil covering practice.
In western Washington (west of the Cascade Mountain crest):
October 1 through April 30 2-days maximum
May 1 to September 30 7-days maximum
In eastern Washington (east of the Cascade Mountain crest.):
October 1 through June 30 5-days maximum
July 1 through September 30 10-days maximum
If the Engineer, under Section 1-08.6, orders the Work suspended, the Contractor
shall continue to control erosion, pollution, and runoff during the shutdown.
Nothing in this section shall relieve the Contractor from complying with other
Contract requirements.
8-01.3(1)A Submittals
When a temporary erosion and sediment control (TESC) Plan is included in the
Plans, the Contractor shall either adopt or modify the existing TESC Plan. If modified,
the Contractor’s TESC Plan shall meet all requirements of Chapter 6, Section 6-2 of the
current edition of the WSDOT Highway Runoff Manual. The Contractor shall provide a
schedule for TESC Plan implementation and incorporate it into the Contractor’s progress
schedule. The Contractor shall obtain the Engineer’s approval of the TESC Plan and
schedule before any Work begins. The TESC Plan shall cover all areas the Contractor’s
Work may affect inside and outside the limits of the project (including all Contracting
Agency-provided sources, disposal sites, and haul roads, and all nearby land, streams,
and other bodies of water).
The Contractor shall allow at least 5-working days for the Engineer’s review of any
original or revised Plan. Failure to approve all or part of any such Plan shall not make the
Contracting Agency liable to the Contractor for any Work delays.
8-01.3(1)B Erosion and Sediment control (ESc) lead
The Contractor shall identify the ESC Lead at the preconstruction discussions and in
the TESC Plan. The ESC Lead shall have, for the life of the Contract, a current Certificate
of Training in Construction Site Erosion and Sediment Control from a course approved
by the Washington State Department of Ecology. The ESC Lead shall be listed on the
Emergency Contact List required under Section 1-05.13(1).
The ESC Lead shall implement the Temporary Erosion and Sediment Control
(TESC) Plan. Implementation shall include, but is not limited to:
2010 Standard Specifications M 41-10 Page 8-3
EROSION cONTROl AND WATER POlluTION cONTROl 8-01
1. Installing and maintaining all temporary erosion and sediment control Best
Management Practices (BMPs) included in the TESC Plan to assure continued
performance of their intended function. Damaged or inadequate TESC BMP’s
shall be corrected immediately.
2. Updating the TESC Plan to reflect current field conditions.
When a TESC Plan is included in the Contract Plans, the Contractor shall inspect all
on-site erosion and sediment control BMP’s at least once every calendar week and within
24-hours of runoff events in which stormwater discharges from the site. Inspections of
temporarily stabilized, inactive sites may be reduced to once every calendar month. The
Erosion and Sediment Control Inspection Form (Form Number 220-030 EF) shall be
completed for each inspection and a copy shall be submitted to the Engineer no later than
the end of the next working day following the inspection.
8-01.3(1)c Water Management
Unless site water is to be managed in accordance with the conditions of a waste
discharge permit from a local permitting authority, site water shall be managed
as follows:
1. Ground Water
When ground water is encountered in an excavation, it shall be treated and
discharged as follows:
a. When the ground water conforms to Water Quality Standards for Surface
Waters of the State of Washington (Chapter 173-201A WAC), it may
bypass detention and treatment facilities and be routed directly to its
normal discharge point at a rate and method that will not cause erosion.
b. When the turbidity of the ground water is similar to the turbidity of the
site runoff, the ground water may be treated using the same detention and
treatment facilities being used to treat the site runoff and then discharged
at a rate that will not cause erosion.
c. When the turbidity is greater than the turbidity of the site runoff, the
ground water shall be treated separately until the turbidity is similar to
or better than the site runoff, and then may be combined and treated as
in B, above.
2. Process Water
High pH process water or wastewater (nonstormwater) that is generated
on-site, including water generated during concrete grinding, rubblizing,
washout, and hydrodemolition activities, shall not be discharged to waters of
the State, including wetlands. Water may be infiltrated upon the approval of
the Engineer. Off-site disposal of concrete process water shall be in accordance
with Standard Specification 5-01.3(11).
All water generated on site from construction or washing activities that is
more turbid than site runoff shall be treated separately until the turbidity is the
same or less than the site runoff, and then may be combined and treated as in
1B, above. Water may be infiltrated upon the approval of the Engineer.
3. Offsite Water
The Contractor shall, prior to disruption of the normal watercourse,
intercept the offsite stormwater and pipe it either through or around the project
site. This water shall not be combined with onsite stormwater and shall be
discharged at its pre-construction outfall point in such a manner that there is no
increase in erosion below the site. The method for performing this Work shall
be submitted by the Contractor for the Engineer’s approval.
Page 8-4 2010 Standard Specifications M 41-10
8-01 EROSION cONTROl AND WATER POlluTION cONTROl
8-01.3(1)D Dispersion/Infiltration
Water shall be conveyed only to dispersion or infiltration areas designated in the
TESC Plan or to sites approved by the Engineer. Water shall be conveyed to designated
dispersion areas at a rate such that if runoff leaves the area and enters waters of the State,
turbidity standards are met. Water shall be conveyed to designated infiltration areas at a
rate that does not produce surface runoff.
8-01.3(1)E Detention/Retention Pond construction
Whether permanent or temporary, ponds shall be constructed before beginning
other grading and excavation Work in the area that drains into that pond. Temporary
conveyances shall be installed concurrently with grading in accordance with the TESC
Plan so that newly graded areas drain to the pond as they are exposed.
8-01.3(2) Seeding, Fertilizing, and Mulching
8-01.3(2)A Preparation For Application
Seeding
Areas to be cultivated are shown in the Plans or specified in the Special Provisions.
The areas shall be cultivated to the depths specified to provide a reasonably firm but
friable seedbed. Cultivation shall take place no sooner than 2-weeks prior to seeding.
All areas to be seeded, including excavated slopes shall be compacted and prepared
unless otherwise specified or ordered by the Engineer. A cleated roller, crawler tractor, or
similar equipment, approved by the Engineer that forms longitudinal depressions at least
2-inches deep shall be used for compaction and preparation of the surface to be seeded.
The entire area shall be uniformly covered with longitudinal depressions formed
perpendicular to the natural flow of water on the slope. The soil shall be conditioned with
sufficient water so the longitudinal depressions remain in the soil surface until completion
of the seeding.
Prior to seeding, the finished grade of the soil shall be 1-inch below the top of all
curbs, junction and valve boxes, walks, driveways, and other Structures. The soil shall
be in a weed free and bare condition.
Temporary Seeding
A cleated roller, crawler tractor, or similar equipment, approved by the Engineer that
forms longitudinal depressions at least 2-inches deep shall be used for compaction and
preparation of the surface to be seeded. The entire area shall be uniformly covered with
longitudinal depressions formed perpendicular to the natural flow of water on the slope.
The soil shall be conditioned with sufficient water so the longitudinal depressions remain
in the soil surface until completion of the seeding.
8-01.3(2)B Seeding and Fertilizing
Seed or seed and fertilizer shall be placed at the rate, mix and analysis specified in
the Special Provisions or as designated by the Engineer. The Contractor shall notify the
Engineer not less than 24-hours in advance of any seeding operation and shall not begin
the Work until areas prepared or designated for seeding have been approved. Following
the Engineer’s approval, seeding of the approved slopes shall begin immediately.
Seeding shall not be done during windy weather or when the ground is frozen,
excessively wet, or otherwise untillable. Seed or seed and fertilizer may be sown by
1 of the following methods:
1. An approved hydro seeder that utilizes water as the carrying agent, and
maintains continuous agitation through paddle blades. It shall have an operating
capacity sufficient to agitate, suspend, and mix into a homogeneous slurry
the specified amount of seed and water or other material. Distribution and
2010 Standard Specifications M 41-10 Page 8-5
EROSION cONTROl AND WATER POlluTION cONTROl 8-01
discharge lines shall be large enough to prevent stoppage and shall be equipped
with a set of hydraulic discharge spray nozzles that will provide a uniform
distribution of the slurry.
2. Approved blower equipment with an adjustable disseminating device capable
of maintaining a constant, measured rate of material discharge that will ensure
an even distribution of seed at the rates specified.
3. Helicopters properly equipped for aerial seeding.
4. Approved power-drawn drills or seeders.
5. Areas in which the above methods are impractical may be seeded by approved
hand methods.
When seeding by hand, the seed shall be incorporated into the top ¼-inch of soil by
hand raking or other method that is approved by the Engineer.
The seed applied using a hydroseeder shall have a tracer added to visibly aid
uniform application. This tracer shall not be harmful to plant and animal life. If wood
cellulose fiber is used as a tracer, the application rate shall not exceed 250-pounds
per acre.
Seed and fertilizer may be applied in 1 application provided that the fertilizer is
placed in the hydro seeder tank no more than 1-hour prior to application.
8-01.3(2)c liming
Agricultural lime shall be applied at the rates specified in the Special Provisions.
The method of application shall be in conformance with all air and water pollution
regulations and shall be approved by the Engineer.
8-01.3(2)D Mulching
Mulch of the type specified in the Special Provisions shall be furnished, hauled, and
evenly applied at the rates indicated and shall be spread on seeded areas within 48-hours
after seeding unless otherwise specified.
Distribution of straw mulch material shall be by means of an approved mulch
spreader that utilizes forced air to blow mulch material on seeded areas. Wood strand
mulch shall be applied by hand or by straw blower.
Mulch may be applied with seed and fertilizer West of the summit of the Cascade
Range. East of the summit of the Cascade Range, seed and fertilizer shall be applied
in 1 application followed by the application of mulch. Mulch shall be suitable for
application with a hydro seeder as specified in Section 8-01.3(2)B.
Temporary seed applied outside the application windows established in 8-01.3(2)
F, shall be covered with a mulch containing either BFM or MBFM, as designated by
the Engineer.
Mulch sprayed on signs or sign Structures shall be removed the same day.
Areas not accessible by mulching equipment shall be mulched by approved
hand methods.
8-01.3(2)E Tacking Agent and Soil Binders
Tacking Agents
Tacking agents shall be applied in accordance with the manufacturer’s recommended
requirements.
Soil Binders
Soil binders shall be applied in accordance with the manufacturer’s recommended
requirements.
Page 8-6 2010 Standard Specifications M 41-10
8-01 EROSION cONTROl AND WATER POlluTION cONTROl
Soil Binding using Polyacrylamide (PAM)
The PAM shall be applied on bare soil completely dissolved and mixed in water
or applied as a dry powder. Dissolved PAM shall be applied at a rate of not more than
⅔-pound per 1,000-gallons of water per acre. A minimum of 200-pounds per acre of
cellulose fiber mulch treated with a non-toxic dye shall be applied with the dissolved
PAM. Dry powder applications may be at a rate of 5-pounds per acre using a hand-held
fertilizer spreader or a tractor-mounted spreader.
PAM shall be applied only to areas that drain to completed sedimentation control
BMPs in accordance with the TESC Plan. PAM may be reapplied on actively worked
areas within a 48-hour period.
PAM shall not be applied during rainfall or to saturated soils.
Soil Binding using Bonded Fiber Matrix (BFM)
The BFM shall be hydraulically applied in accordance with the manufacturer’s
installation instructions.
Soil Binding using Mechanically-Bonded Fiber Matrix (MBFM)
The MBFM shall be hydraulically applied in accordance with the manufacturer’s
installation instructions and recommendations.
8-01.3(2)F Dates for Application of Final Seed, Fertilizer, and Mulch
Unless otherwise approved by the Engineer, the final application of seeding,
fertilizing, and mulching of slopes shall be performed during the following periods:
West of the summit of the cascade Range - March 1 to May 15 and
September 1 to October 1. Where Contract timing is appropriate, seeding, fertilizing,
and mulching shall be accomplished during the fall period listed above. Written
permission to seed after October 1 will only be given when Physical Completion
of the project is imminent and the environmental conditions are conducive to
satisfactory growth.
East of the summit of the cascade Range - October 1 to November 15.
Seeding, fertilizing, and mulching shall be accomplished during this fall period only.
All Roadway excavation and embankment slopes, including excavation and
embankment slopes that are partially completed to grade, shall be prepared and seeded
during the first available seeding window. When environmental conditions are not
conducive to satisfactory results, the Engineer may suspend Work until such time that the
desired results are likely to be obtained.
When environmental conditions are conducive to satisfactory results, the Contractor
may elect to perform seeding operations outside of the time periods specified. Inspection
of seeding performed at the Contractor’s option outside of the time periods specified will
be made after 1 growing season has elapsed. Acceptance will be based on a uniform stand
of grass at the time of inspection. The Contractor shall restore eroded areas, clean up
eroded materials, and reseed, fertilize, and mulch, at no additional cost to the Contracting
Agency, the areas failing to show a uniform stand of grass.
Temporary seeding may be performed at any time approved by the Engineer.
8-01.3(2)G Protection and care of Seeded Areas
The Contractor shall be responsible to ensure a healthy stand of grass, otherwise,
the Contractor shall restore eroded areas, clean up eroded materials, and reapply the seed,
fertilizer, and mulch, at no additional cost to the Contracting Agency.
In addition to the requirements of Section 1-07.13(1), the Contractor shall be
responsible for performing the following duties:
2010 Standard Specifications M 41-10 Page 8-7
EROSION cONTROl AND WATER POlluTION cONTROl 8-01
1. Areas which have been damaged through any cause prior to final inspection,
and areas failing to receive a uniform application at the specified rate, shall be
reseeded, refertilized, and remulched at the Contractor’s expense.
2. Seeded areas within the planting area shall be considered part of the planting
area. Weeds within the seeded areas shall be controlled in accordance with
Section 8-02.3(3).
8-01.3(2)h Inspection
Inspection of seeded areas will be made upon completion of seeding, fertilizing,
temporary seeding, and mulching. The Work in any area will not be measured for
payment until a uniform distribution of the materials is accomplished at the specified rate.
Areas not receiving a uniform application of seed, fertilizer, or mulch at the specified
rate, as determined by the Engineer, shall be reseeded, refertilized, or remulched at the
Contractor’s expense prior to payment.
8-01.3(2)I Mowing
When the Proposal contains the Bid item “Mowing” or mowing areas are defined,
the Contractor shall mow all grass growing areas and slopes 2.5 (H) to 1 (V) or
flatter except for naturally wooded and undergrowth areas. Trimming around traffic
facilities, Structures, planting areas, or other features extending above ground shall be
accomplished preceding or simultaneously with each mowing by use of power driven or
hand operated machinery and tools to achieve a neat and uniform appearance.
Each mowing shall be considered as 1 coverage of all grass areas to be mowed
within a defined area. Prospective Bidders shall verify the estimated acreage, the
topography, irregularity of the area, slopes involved, and access limitations to determine
the appropriate equipment to use for mowing. Equipment and tools shall be provided
such as, but not limited to, tractor operated rotary or flail-type grass cutting machines
and tools or other approved equipment. Power driven equipment shall not cause ruts or
deformation of improved areas. Sickle type grass cutters will be permitted only on slopes
of drainage ditches, berms, or other rough areas. The equipment and tools shall be in
good repair and maintained so that a clean, sharp cut of the grass will result at all times.
The Engineer will determine the actual number of mowings. The height of mowing will
be 4 to 6-inches or as designated in the Plans or in the Special Provisions.
Mowing equipment shall be operated and equipped with suitable guards to prevent
throwing rocks or debris onto the Traveled Way or off the Right of Way. Equipment,
which pulls or rips the grass or damages the turf in any manner will not be permitted.
The Engineer will be the sole judge of the adequacy of the equipment, safeguards, and
methods of use. The Contractor will not be required to collect or remove clippings from
the project except on the Traveled Way, Shoulder, walkway, or other areas designated by
the Engineer.
8-01.3(3) Placing Erosion control Blanket
The slope rating of the blanket, as specified by the manufacturer, shall be appropriate
for the intended slope and installed according to the Standard Plans. Temporary erosion
control blankets as defined in 9-14.5, having an open area of 60-percent or greater, may
be installed prior to seeding. Blankets with less than 60-percent open space shall be
installed immediately following the seeding and fertilizing operation.
8-01.3(4) Placing compost Blanket
Compost blanket shall be placed to a depth of 3-inches over bare soil. Compost
blanket shall be placed before seeding or other planting.
Compost shall be Coarse Compost and meet the requirements of 9-14.4(8).
Page 8-8 2010 Standard Specifications M 41-10
8-01 EROSION cONTROl AND WATER POlluTION cONTROl
8-01.3(5) Placing Plastic covering
Plastic meeting the requirements of Section 9-14.5(3) shall be placed with at least
a 12-inch overlap of all seams.
Clear plastic covering shall be used to promote growth of vegetation. Black plastic
covering shall be used for stockpiles or other areas where vegetative growth is unwanted.
The cover shall be maintained tightly in place by using sandbags on ropes in a
10-foot, maximum, grid. All seams shall be weighted down full length.
8-01.3(6) check Dams
Check dams shall be installed as soon as construction will allow, or when designated
by the Engineer. The Contractor may substitute a different check dam for that specified
with approval of the Engineer. Check dams shall be placed in ditches perpendicular to the
channel. Check dams shall be of sufficient height to maximize detention, without causing
water to leave the ditch.
8-01.3(6)A Geotextile-Encased check Dam
The geotextile-encased check dam shall meet the requirements in Section 9-14.5(4)
Geotextile-Encased Check Dam.
Installation of geotextile-encased check dams shall be in accordance with the Plans,
and shall be anchored to hold it firmly in place under all conditions.
8-01.3(6)B Rock check Dam
The rock used to construct rock check dams shall meet the requirements for quarry
spalls, in accordance with Section 9-13.6.
8-01.3(6)c Sandbag check Dam
Sandbags shall be placed so that the initial row makes tight contact with the ditch
line for the length of the dam. Subsequent rows shall be staggered so the center of the bag
is placed over the space between bags on the previous lift.
8-01.3(6)D Wattle check Dam
Wattles used to construct wattle check dams shall meet the requirements for
9-14.5(5).
8-01.3(6)E coir log
Coir logs shall meet the requirements of 9-14.5(7) Coir Log . Install coir log as
shown in the Plans.
8-01.3(7) Stabilized construction Entrance
Temporary stabilized construction entrance shall be constructed in accordance with
the Plans, prior to beginning any clearing, grubbing, earthwork or excavation.
When the stabilized entrance no longer prevents track out of sediment or debris, the
Contractor shall either rehabilitate the existing entrance to original condition, or construct
a new entrance.
When the Contract requires a tire wash in conjunction with the stabilized entrance,
the Contractor shall include details for the tire wash and the method for containing and
treating the sediment-laden runoff as part of the TESC Plan. All vehicles leaving the site
shall stop and wash sediment from their tires.
8-01.3(8) Street cleaning
Self-propelled pickup street sweepers shall be used, whenever required by the
Engineer, to prevent the transport of sediment and other debris off the project site. Street
sweepers shall be designed and operated to meet air quality standards.
Street washing with water will require approval by the Engineer.
2010 Standard Specifications M 41-10 Page 8-9
EROSION cONTROl AND WATER POlluTION cONTROl 8-01
8-01.3(9) Sediment control Barriers
Sediment control barriers shall be installed in accordance with TESC Plan or
manufacturer’s recommendations in the areas of clearing, grubbing, earthwork or
drainage prior to starting those activities.
The sediment control barriers shall be maintained until the soils are stabilized.
8-01.3(9)A Silt Fence
Silt fence shall be installed in accordance with the Plans.
When backup support is used, steel wire shall have a maximum mesh spacing of
2-inches by 4-inches, and the plastic mesh shall be as resistant to ultraviolet radiation
as the geotextile it supports. The strength of the wire or plastic mesh shall be equivalent
to or greater than that required in Table 6 for unsupported geotextile (i.e., 180 lbs. grab
tensile strength).
The geotextile shall be attached to the posts and support system using staples, wire,
or in accordance with the manufacturer’s recommendations. Geotextile material shall
meet the requirements of Section 9-33 Table 6.
The geotextile shall be sewn together at the point of manufacture, or at a location
approved by the Engineer, to form geotextile lengths as required. All sewn seams and
overlaps shall be located at a support post.
Posts shall be either wood or steel. Wood posts shall have minimum dimensions of
1¼-inches by 1¼-inches by the minimum length shown in the Plans. Steel posts shall
have a minimum weight of 0.90 lbs/ft
When sediment deposits reach approximately ⅓ the height of the silt fence, the
deposits shall be removed and stabilized in accordance with Section 8-01.3(15).
8-01.3(9)B Gravel Filter, Wood chip or compost Berm
The gravel filter berm shall be a minimum of 1-foot in height and shall be
maintained at this height for the entire time they are in use.
The wood chip berm shall be a minimum of 2-feet in height and shall be maintained
at this height for the entire time they are in use. Wood chips shall meet the requirements
in Section 9-14.4(3).
The Compost Berm shall be constructed in accordance with the detail in the
Standard Plans. Compost shall be Coarse Compost in accordance with Section 9-14.4(8).
8-01.3(9)c Straw Bale Barrier
Straw shall conform to Section 9-14.4(1).
8-01.3(9)D Inlet Protection
Inlet protection can be performed below and above the inlet grate, or as a
prefabricated cover. All devices shall be installed prior to clearing, grubbing or earthwork
activities and shall be as shown in the Plans.
Geotextile fabric in all prefabricated inlet protection devices shall meet or exceed
the requirements of Table 1 for Moderate Survivability, and the minimum filtration
properties of Table 2, in Section 9-33.2.
When the depth of accumulated sediment and debris reaches approximately
½ the height of an internal device or ⅓ the height of the external device (or less when
so specified by the manufacturers), the deposits shall be removed and stabilized on site
in accordance with Section 8-01.3(16).
Page 8-10 2010 Standard Specifications M 41-10
8-01 EROSION cONTROl AND WATER POlluTION cONTROl
Below Inlet Grate
Below Inlet Grate devices shall be prefabricated units specifically designed for inlet
protection and shall remain securely attached to the drainage Structure when fully loaded
with sediment and debris, or at the maximum level of sediment and debris specified by
the manufacturer.
Above Inlet Grate
Above Inlet Grate devices may be silt fence, sandbags, or prefabricated units
specifically designed for inlet protection.
The device shall remain securely in place around the drainage Structure under
all conditions.
Inlet Grate cover
Inlet Grate Cover devices shall be prefabricated units specifically designed for inlet
protection and have the following features:
1. Be a sewn geotextile fabric unit fitted to the individual grate and completely
enclosing the grate.
2. Have built-in lifting devices to allow manual access of the stormwater system.
3. Utilize an orange monofilament geotextile fabric.
Check dams or functionally equivalent devices may be used as inlet protection
devices with the approval of the Engineer.
8-01.3(10) Wattles
Wattles shall be installed as soon as construction will allow or when designated by
the Engineer. Trench construction and wattle installation shall begin from the base of
the slope and work uphill. Excavated material shall be spread evenly along the uphill
slope and compacted using hand tamping or other method approved by the Engineer. On
gradually sloped or clay-type soils trenches shall be 2 to 3-inches deep. On loose soils,
in high rainfall areas, or on steep slopes, trenches shall be 3 to 5-inches deep, or half the
thickness of the wattle.
8-01.3(11) Vacant
8-01.3(12) compost Sock
The Contractor shall exercise care when installing compost sock to ensure that the
method of installation minimizes disturbance of waterways and prevents sediment or
pollutant discharge into streambed.
Compost socks shall be laced together end-to-end with coir rope to create a
continuous length. Loose ends of the continuous length shall be buried 3 to 5 feet
laterally into the bank. The upper surface of the compost sock shall be parallel to the
slope. Finished grades shall be of a natural appearance with smooth transitions.
The compost sock shall be secured with wood stakes and live stakes of species as
indicated in the Plans.
Wood stakes for compost socks shall be installed and driven into place centered
on the top of the compost sock and spaced 3-feet on center throughout the length of the
compost sock.
8-01.3(13) Temporary curb
Temporary curbs may consist of asphalt, concrete, sand bags, compost socks,
wattles, or geotextile/plastic encased berms of sand or gravel, or as approved
by the Engineer.
Temporary curbs shall be installed along pavement edges to prevent runoff from
flowing onto erodible slopes. The redirected water shall flow to a BMP designed to
convey concentrated runoff. The temporary curbs shall be 4-inches in height.
2010 Standard Specifications M 41-10 Page 8-11
EROSION cONTROl AND WATER POlluTION cONTROl 8-01
8-01.3(14) Temporary Pipe Slope Drain
Pipe slope drain shall be constructed in accordance with the Plans and shall meet the
requirements of Section 9-05.1(6).
Water interceptor dikes or temporary curbs shall be used to direct water into pipe
slope drain. The entrance to the drain may consist of a prefabricated funnel device
specifically designed for application, rock, sand bags, or as approved by the Engineer.
Pipe shall be securely fastened together and have gasketed watertight fittings, and
secured to the slope with metal “T” posts, wood stakes, sand bags, or as approved by
the Engineer.
The water shall be discharged to a stabilized conveyance, sediment trap, stormwater
pond, rock splash pad, vegetated strip, or as approved by the Engineer.
Placement of drain shall not pond water on road surface.
8-01.3(15) Maintenance
Erosion and sediment control BMP’s shall be maintained so they properly perform
their function until the Engineer determines they are no longer needed.
The BMP’s shall be inspected on the schedule outlined in Section 8-01.3(1)B for
damage and sediment deposits. Damage to or undercutting of BMP’s shall be repaired
immediately.
In areas where the Contractor’s activities have compromised the erosion control
functions of the existing grasses, the Contractor shall overseed at no additional cost to the
Contracting Agency.
Unless otherwise specified, when the depth of accumulated sediment and
debris reaches approximately ⅓ the height of the BMP the deposits shall be removed.
Debris or contaminated sediment shall be disposed of in accordance with Section
2-03.3(7)C. Clean sediments may be stabilized on site using approved best management
practices when the Engineer approves.
Erosion and sediment control BMP’s that have been damaged shall be repaired or
replaced immediately by the Contractor, in accordance with Section 1-07.13(4).
8-01.3(16) Removal
When the Engineer determines that an erosion control BMP is no longer required,
the Contractor shall remove the BMP and all associated hardware from the project limits.
When the materials are biodegradable the Engineer may approve leaving the temporary
BMP in place.
The Contractor shall permanently stabilize all bare and disturbed soil after removal
of erosion and sediment control BMP’s. If the installation and use of the erosion control
BMP’s have compacted or otherwise rendered the soil inhospitable to plant growth,
such as construction entrances, the Contractor shall take measures to rehabilitate the
soil to facilitate plant growth. This may include, but is not limited to, ripping the soil,
incorporating soil amendments, or other horticultural practices.
8-01.4 Measurement
ESC lead will be measured per day for each day that an inspection is made and a
report is filed.
Compost blanket, erosion control blanket and plastic covering will be measured by
the square yard along the ground slope line of surface area covered and accepted.
Check dams will be measured by the linear foot along the ground line of the
completed check dam.
Stabilized construction entrance will be measured by the square yard for each
entrance constructed.
Page 8-12 2010 Standard Specifications M 41-10
8-01 EROSION cONTROl AND WATER POlluTION cONTROl
Tire wash facilities will be measured per each for each wash installed.
Street cleaning will be measured by the hour for the actual time spent cleaning
pavement, as authorized by the Engineer. Time to move the equipment to or from the area
on which street cleaning is required will not be measured.
Inlet protection will be measured per each for each initial installation at a
drainage Structure.
Silt fence, gravel filter, compost, and wood chip berms, and will be measured by
the linear foot along the ground line of completed barrier.
Straw bale barrier will be measured per each for each bale placed.
Wattle and compost sock will be measured by the linear foot.
Temporary curb will be measured by the linear foot.
Temporary Pipe slope drain will be measured by the linear foot.
Seeding, fertilizing, liming, mulching, mowing, and soil binder or tacking agent will
be measured by the acre by ground slope measurement or through the use of design data.
Seeding and fertilizing by hand will be measured by the square yard. No adjustment
in area size will be made for the vegetation free zone around each plant.
Coir log will be measured by the linear foot along the ground line of the completed
installation.
High visibility fence will be measured by the linear foot along the ground line of the
completed fence.
8-01.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal
“ESC Lead”, per day.
“___ Erosion Control Blanket”, per square yard.
“Compost Blanket”, per square yard.
“Plastic Covering”, per square yard.
The unit Contract price per square yard for “Plastic Covering” shall be full pay for
all equipment, labor, and materials to perform the Work as specified, including removal
and disposal at an approved disposal site.
“Check Dam”, per linear foot.
“Stabilized Construction Entrance”, per square yard.
“Tire Wash”, per each.
The unit Contract price per each for tire wash shall include all costs associated with
constructing, operating, maintaining, and removing the tire wash.
“Street Cleaning”, per hour.
“Inlet Protection”, per each.
“Silt Fence”, per linear foot.
“Gravel Filter Berm”, per linear foot.
“Wood Chip Berm”, per linear foot.
“Compost Berm”, per linear foot.
“Straw Bale” , per each.
“Wattle”, per linear foot.
“Compost Sock”, per linear foot.
2010 Standard Specifications M 41-10 Page 8-13
EROSION cONTROl AND WATER POlluTION cONTROl 8-01
The unit Contract price for “Compost Sock” shall include removal and disposal of
the compost sock fabric if photodegradable fabric is used.
“Coir Log”, per linear foot”
“Erosion/Water Pollution Control”, by force account as provided in Section 1-09.6.
Maintenance and removal of erosion and water pollution control devices including
removal and disposal of sediment, stabilization and rehabilitation of soil disturbed
by these activities, and any additional Work deemed necessary by the Engineer to
control erosion and water pollution will be paid by force account in accordance with
Section 1-09.6.
To provide a common Proposal for all Bidders, the Contracting Agency has entered
an amount in the Proposal to become a part of the Contractor’s total Bid.
“Temporary Curb”, per linear foot.
The unit Contract price per linear foot for temporary curb shall include all costs to
install, maintain, remove, and dispose the temporary curb.
“Temporary Pipe Slope Drain”, per linear foot.
The unit Contract price per linear foot shall be full pay for all Work to complete and
remove the installation of the pipe slope drain as shown in the Plans. All materials shall
become the property of the Contractor after removal.
“Mulching”, per acre
“Mulching with PAM”, per acre
“Mulching with BFM”, per acre.
“Mulching with MBFM”, per acre.
“Temporary Seeding”, per acre.
“Seeding, Fertilizing and Mulching”, per acre.
“Seeding and Fertilizing”, per acre.
“Seeding and Fertilizing by Hand”, per square yard.
“Second Application of Fertilizer”, per acre.
“Liming”, per acre.
“Mowing”, per acre.
“Seeding and Mulching”, per acre.
“Soil Binder or Tacking Agent”, per acre.
“High Visibility Fence”, per linear foot.
The unit contract price per linear foot for “High Visibility Fence” shall be full pay
for all costs to obtain, install, maintain, and remove the fence as specified. Once removed,
the fencing shall remain the property of the Contractor.
Page 8-14 2010 Standard Specifications M 41-10
8-02 ROADSIDE RESTORATION
8-02 ROADSIDE RESTORATION
8-02.1 Description
This Work consists of furnishing and placing topsoil, compost, and soil amendments,
and furnishing and planting bare root plants, container plants, balled and burlapped
plants, cuttings, fascines, live stakes, live poles, rhizomes, tubers, lawn installation,
controlling weeds, performing plant establishment activities, and soil bioengineering
in accordance with these Specifications and as shown in the Plans or as directed by
the Engineer.
Trees, whips, shrubs, ground covers, cuttings, live stakes, live poles, rhizomes,
tubers, rootstock, and seedlings will hereinafter be referred to collectively as “plants”
or “plant material.”
8-02.2 Materials
Materials shall meet the requirements of the following sections:
Soil 9-14.1
Fertilizer 9-14.3
Erosion Control Blanket 9-14.5
Plant Materials 9-14.6
Stakes, Guys, and Wrapping 9-14.7
Irrigation Water 9-25.2
Botanical identification and nomenclature of plant materials shall be based on
descriptions by Hitchcock and Cronquist in “Flora of the Pacific Northwest”. Botanical
identification and nomenclature of plant material not found in "Flora" shall be based on
Bailey in “Hortus Third” or superseding editions and amendments or as referenced in
the Plans.
8-02.3 construction Requirements
8-02.3(1) Responsibility During construction
The Contractor shall ensure adequate and proper care of all plant material and
Work done on this project until all plant establishment periods required by the Contract
are complete or until Physical Completion of the project, whichever is last. Existing
vegetation shall not be disturbed unless required by the Contract or approved by
the Engineer.
Adequate and proper care shall include, but is not limited to, keeping all plant
material in a healthy, growing condition by watering, cultivating, pruning, and spraying.
Plant material crowns, runners, and branches shall be kept free of mulch at all times.
This Work shall include keeping the planted areas free from insect infestation, weeds or
unwanted vegetation, litter, and other debris along with retaining the finished grades and
mulch in a neat uniform condition.
The Contractor shall have sole responsibility for the maintenance and appearance of
the roadside restoration.
8-02.3(2) Roadside Work Plan
Before starting any Work that disturbs the earth and as described in Sections
8-01, 8-02 and 8-03, the Contractor shall submit a roadside work plan for approval
by the Engineer. The roadside work plan shall define the Work necessary to provide
all Contract requirements, including: clearing and grubbing, Roadway excavation and
embankment, wetland excavation, soil preparation, habitat Structure placement, planting
area preparation, seeding area preparation, bark mulch and compost placement, seeding,
planting, plant replacement, irrigation, and weed control in narrative form.
2010 Standard Specifications M 41-10 Page 8-15
ROADSIDE RESTORATION 8-02
The Roadside Work Plan shall also include the following:
Progress Schedule
In accordance with Section 1-08.3, the Progress Schedule shall include the
planned time periods for Work necessary to provide all Contract requirements
covered in Sections 8-01, 8-02, and 8-03. Where appropriate, notes on the schedule
shall indicate the calendar dates during which these activities must occur.
Weed and Pest control Plan
The Weed and Pest Control Plan shall be submitted and approved prior to
starting any Work defined in Sections 2-03, 8-01, and 8-02.
The weed and pest control plan shall include scheduling and methods of
all control measures required under the Contract or proposed by the Contractor
including soil preparation methods to meet the required soil surface conditions in the
planting , bark mulch, and wetland areas. The weed control plan shall show general
weed control including hand, mechanical and chemical methods, timing, application
of herbicides including type, rate, use and timing, mowing, and noxious weed
control. Target weeds and unwanted vegetation to be removed shall be identified and
listed in the weed control plan.
The plan shall be prepared and signed by a licensed Commercial Pest Control
Consultant when chemical pesticides are proposed. The plan shall include methods
of weed control; dates of weed control operations; and the name, application
rate, and Material Safety Data sheets of all proposed herbicides. In addition, the
Contractor shall furnish the Engineer with a copy of the current product label for
each pesticide and spray adjuvant to be used. These product labels shall be submitted
with the weed control plan for approval.
Plant Establishment Plan
The Plant Establishment Plan shall be prepared in accordance with Section
8-02.3(13), submitted and approved prior to initial planting acceptance in
accordance with Section 8-02.3(12). The Plan shall show the proposed scheduling of
activities, materials, equipment to be utilized for the first-year plant establishment,
and an emergency contact person. The Plan shall include the management of the
irrigation system, when applicable. Should the plan become unworkable at any time
during the first-year plant establishment, the Contractor shall submit a revised plan
prior to proceeding with further Work
Before starting any Work described in Sections 8-02 and 8-03, the Contractor
shall submit a roadside work plan for approval by the Engineer. The roadside work
plan shall define the Work necessary to provide all Contract requirements, including:
planting area preparation, seeding, planting, plant replacement, irrigation, and weed
control in narrative form.
8-02.3(2)A chemical Pesticides
Application of chemical pesticides shall be in accordance with the label
recommendations, the Washington State Department of Ecology, local sensitive area
ordinances, and Washington State Department of Agriculture laws and regulations. Only
those herbicides listed in the table Herbicides Approved for Use on WSDOT Rights of
Way (http://www.wsdot.wa.gov/maintenance/pdf/Herbicide_List.pdf) may be used. The
applicator shall be licensed by the State of Washington as a Commercial Applicator
or Commercial Operator with additional endorsements as required by the Special
Provisions or the proposed weed control plan. The Contractor shall furnish the Engineer
evidence that all operators are licensed with appropriate endorsements, and that the
pesticide used is registered for use by the Washington State Department of Agriculture.
All chemicals shall be delivered to the job site in the original containers. The licensed
applicator or operator shall complete a Commercial Pesticide Application Record (DOT
Page 8-16 2010 Standard Specifications M 41-10
8-02 ROADSIDE RESTORATION
Form 540-509) each day the pesticide is applied, and furnish a copy to the Engineer by
the following business day.
The Contractor shall use extreme care to ensure confinement of the chemicals
within the areas designated. The use of spray chemical pesticides shall require the use
of anti-drift and activating agents, and a spray pattern indicator unless otherwise allowed
by the Engineer.
The Contractor shall assume all responsibility for rendering any area unsatisfactory
for planting by reason of chemical application. Damage to adjacent areas, either on or
off the Highway Right of Way, shall be repaired to the satisfaction of the Engineer or
the property owner, and the cost of such repair shall be borne by the Contractor.
8-02.3(2)B Weed control
Those weeds specified as noxious by the Washington State Department of
Agriculture, the local Weed District, or the County Noxious Weed Control Board and
other species identified by the Contracting Agency shall be controlled on the project
in accordance with the weed control plan.
Weed control will be required for all areas within the project limits designated by
the Engineer including, but not limited to, planting areas, erosion control seeding areas,
bark mulch areas and bark mulch rings, preservation areas, and mitigation areas.
8-02.3(3) Planting Area Weed control
All planting areas shall be prepared so that they are weed and debris free at the time
of planting and until completion of the project. The planting areas shall include the entire
ground surface, regardless of cover, all planting beds, areas around plants, and those areas
shown in the Plans.
All applications of post-emergent herbicides shall be made while green and growing
tissue is present. Should unwanted vegetation reach the seed stage, in violation of these
Specifications, the Contractor shall physically remove and bag the seed heads. All
physically removed vegetation and seed heads shall be disposed of off site at no cost
to the Contracting Agency.
Weed barrier mats shall be installed as shown in the Plans. Mats shall be 3-feet
square and shall be secured by a minimum of five staples per mat. Mats and staples shall
be installed according to the manufacturer’s recommendations.
8-02.3(4) Topsoil
Topsoil shall be evenly spread over the specified areas to the depth shown in the
Plans or as otherwise ordered by the Engineer. The soil shall be cultivated to a depth
of 1-foot or as specified in the Special Provisions or the Plans. After the topsoil has been
spread, all large clods, hard lumps, and rocks 3-inches in diameter and larger, and litter
shall be raked up, removed, and disposed of by the Contractor.
Topsoil shall not be placed when the ground or topsoil is frozen, excessively wet,
or in the opinion of the Engineer, in a condition detrimental to the Work.
8-02.3(4)A Topsoil Type A
Topsoil Type A shall be as specified in the Special Provisions.
8-02.3(4)B Topsoil Type B
Topsoil Type B shall be native topsoil taken from within the project limits and shall
meet the requirements of Section 9-14.1(2).
Topsoil Type B shall be taken from areas designated by the Engineer to the
designated depth and stockpiled at locations that will not interfere with the construction
of the project, as approved by the Engineer. Areas beyond the slope stakes shall be
disturbed as little as possible in the above operations.
2010 Standard Specifications M 41-10 Page 8-17
ROADSIDE RESTORATION 8-02
When topsoil Type B is specified, it shall be the Contractor’s responsibility to
perform the excavation operations in such a manner that sufficient material is set aside to
satisfy the needs of the project.
Upon Physical Completion of the Work, topsoil Type B remaining and not required
for use on the project shall be disposed of by the Contractor at no expense to the
Contracting Agency in accordance with Section 2-03.3(7)C.
Should a shortage of topsoil Type B occur, and the Contractor has wasted or
otherwise disposed of topsoil material, the Contractor shall furnish topsoil Type C at no
expense to the Contracting Agency.
Topsoil Type B will not be considered as selected material, as defined in Section
2-03.3(10), and the conditions of said section shall not apply.
Materials taken from Roadway excavation, borrow, stripping, or other excavation
items, and utilized for topsoil, will not be deducted from the pay quantities for the
respective items.
8-02.3(4)c Topsoil Type c
Topsoil Type C shall be native topsoil obtained from a source provided by the
Contractor outside of the Contracting Agency-owned Right of Way. Topsoil Type C shall
meet the requirements of Section 8-02.3(4)B and Section 9-14.1(2).
8-02.3(5) Planting Area Preparation
The Work involved in preparing planting areas shall be conducted so the flow lines
in drainage channels are maintained. Material displaced by the Contractor’s operations,
which interferes with drainage, shall be removed from the channel and disposed of as
approved by the Engineer.
Before planting and final grading takes place, the area shall be cultivated when
specified in the Plans or the Special Provisions.
The areas shall be brought to a uniform finished grade, 1-inch, or the specified depth
of mulch plus 1-inch, below walks, curbs, junction and valve boxes, catch basins, and
driveways, unless otherwise specified. All excess material and debris, stumps, and rocks
larger than 3-inches, shall be removed and disposed of off the project site or as approved
by the Engineer.
8-02.3(6) Soil Amendments
Soil amendments of the type, quality, and quantities specified shall be applied
where shown in the Plans or as specified in the Special Provisions. Areas receiving soil
amendments shall be bare soil or vegetation free prior to application. Compost used for
soil amendments shall be Fine Compost. All soil amendments shall be installed as shown
in the Plans within 30 calendar days after delivery to the project site.
8-02.3(7) layout of Planting
The Contractor shall stake the location of all trees larger than 1-inch caliper
and the perimeter of all planting areas for approval by the Engineer prior to any
installation activities.
The Engineer will make only the field measurements necessary to calculate and
verify quantities for payment.
All trees to be planted in mowable grass areas shall be located a minimum of 10-feet
from the edge of planting beds, other trees, fence lines, and bottom of ditches unless
otherwise specified.
Tree locations shown in the Plans shall be considered approximate unless shown
with stationing and offset distance. In irrigated areas, trees shall be located so their trunk
is a minimum of ⅓ of the spray radius away from the nearest sprinkler head.
Page 8-18 2010 Standard Specifications M 41-10
8-02 ROADSIDE RESTORATION
Unless otherwise shown, planting beds located adjacent to Roadways shall begin at
the Shoulder Subgrade.
8-02.3(8) Planting
No plant material shall be planted until it has been inspected and approved for
planting by the Engineer. Rejected material shall be removed from the project site
immediately. All plants for the project or a sufficient quantity to plant 1-acre of the site,
whichever is less, shall be received on site prior to the Engineer beginning inspection of
the plants.
Under no circumstances will planting during freezing weather or in frozen ground
be permitted during unsuitable soil or weather conditions as determined by the Engineer.
Unsuitable conditions may include, frozen soil, saturated soil, standing water, high
winds, heavy rains, and high water levels. All planting shall be accomplished during the
following periods:
1. Non-irrigated Plant Material
October 1 to March 1.
2. Irrigated Plant Material
In irrigated areas, plant material shall not be installed until the irrigation system
is fully operational. Trees and shrubs may be planted in irrigated areas during the non-
irrigated planting window before the irrigation system is functional with the written
approval of the Engineer only if the irrigation system is guaranteed to be operational
prior to the end of the non-irrigated planting window.
Plants shall not be placed in areas that are below the finished grade.
Planting hole sizes for plant material shall be in accordance with the details shown
in the Plans. Any glazed surface of the planting hole shall be removed by hand methods.
Plant material supplied in containers shall not be removed from the containers
until the time of planting at the planting location. Roots of bare root stock shall not be
bunched, curled, twisted, or unreasonably bent when placed in the planting hole. Root
balls shall be loosened prior to planting. All bare root plant material shall be dormant at
the time of planting.
All burlap, baskets, string, wire and other such materials shall be removed from
the hole when planting balled and burlapped plants. The plant material shall be handled
in such a manner that the root systems are kept covered and damp at all times. The root
systems of all bare root plant material shall be dipped in a slurry as specified in the
Special Provisions immediately prior to planting. The root systems of container plant
material shall be moist at the time of planting. In their final position, all plants shall have
their top true root (not adventitious root) no more than 1-inch below the soil surface,
no matter where that root was located in the original root ball or container. The backfill
material and root ball shall be thoroughly watered on the same day that planting occurs
regardless of season.
8-02.3(9) Pruning, Staking, Guying, and Wrapping
Plants shall be pruned at the time of planting, only to remove minor broken or
damaged twigs, branches or roots. Pruning shall be done with a sharp tool and shall be
done in such a manner as to retain or to encourage natural growth characteristics of the
plants. All other pruning shall be performed only after the plants have been in the ground
at least 1-year.
Trees shall only be staked when so noted in the Plans. Each tree shall be staked
or guyed before completion of the backfilling in accordance with the details shown in
the Plans.
All staking and guying shall be completely removed at the end of the first year of
plant establishment, unless otherwise approved by the Engineer.
2010 Standard Specifications M 41-10 Page 8-19
ROADSIDE RESTORATION 8-02
8-02.3(10) Fertilizers
Fertilizers shall be applied in the form specified in the Special Provisions.
Application procedures shall be in accordance with the manufacturer’s recommendations
or as specified in the Special Provisions. The Contractor shall submit for approval a
guaranteed fertilizer analysis label for the selected product.
8-02.3(11) Bark or Wood chip Mulch
Bark or wood chip mulch of the type and depth specified shall be applied where
shown in the Plans or as specified in the Special Provisions. Any contamination of the
mulch due to the Contractor’s operations shall be corrected to its former condition at the
Contractor’s expense. Mulch shall be feathered to the base of the plant and 1-inch below
the top of junction and valve boxes, curbs, and pavement edges. All plant crowns shall be
free of mulch. Mulch placed to a thickness greater than specified shall be at no additional
cost to the Contracting Agency.
Areas receiving bark mulch shall be bare soil or vegetation free before application.
8-02.3(12) completion of Initial Planting
Upon completion of the initial planting within a designated area, the
Engineer will make an inspection of all plant material and notify the Contractor,
in writing, of any replacements or corrective action necessary to meet the Contract
Provisions. The Contractor shall replace all materials rejected or missing and correct
unsatisfactory conditions.
Completion of the initial planting within a designated area includes the following:
1. 100-percent of each of the plant material categories shall be installed as shown
in the Contract Plans.
2. Planting Area cleanup.
3. Repairs completed for the entire project, including but not limited to full
operation of the irrigation system, complete mulch coverage, and all weeds
controlled.
4. Approval of plant establishment plan.
8-02.3(13) Plant Establishment
Plant establishment shall consist of caring for all plants planted on the
project and caring for the planting areas within the project limits. The provisions
of Section 1-07.13(2) and 1-07.13(3) do not apply to this section.
The Contractor shall submit a first-year plant establishment plan, for approval by
the Engineer. The first year of plant establishment shall begin immediately upon written
notification from the Engineer of the completion of initial planting for the project. The
first-year plant establishment period shall be a minimum of 1-calendar year.
During the first-year plant establishment period, it shall be the Contractor ’s
responsibility to perform all Work necessary to ensure the resumption and continued
growth of the transplanted material. This care shall include, but not be limited to,
labor and materials necessary for removal of foreign, dead, or rejected plant material,
maintaining a weed-free condition, and the replacement of all unsatisfactory plant
material planted under the Contract. If plants are stolen or damaged by the acts of
others, the Contracting Agency will pay invoice cost only for the replacement plants
with no mark-up and the Contractor will be responsible for the labor to install the
replacement plants.
Page 8-20 2010 Standard Specifications M 41-10
8-02 ROADSIDE RESTORATION
During the first year of plant establishment under PSIPE, the Contractor shall
meet monthly with the Engineer for the purpose of joint inspection of the planting
material on a mutually agreed upon schedule. The Contractor shall correct all conditions
unsatisfactory to the Engineer within a 10-day period immediately following the
inspection. If plant replacement is required, the Contractor shall, within the 10-day
period, propose a plan and schedule for the plant replacement to occur immediately
at the beginning of the planting period as designated in Section 8-02.3(8). Failure to
comply with corrective steps as outlined by the Engineer shall constitute justification for
the Contracting Agency to take corrective steps and to deduct all costs thereof from any
monies due the Contractor. At the end of the plant establishment period, plants that do not
show normal growth shall be replaced.
All automatic irrigation systems shall be operated fully automatic during the
plant establishment period and until final acceptance of the Contract. Payment for
water used to water in plants, or hand watering of plant material or lawn areas unless
otherwise specified, is the responsibility of the Contractor during the first-year plant
establishment period.
Subsequent year plant establishment periods, when included in the Contract, shall
begin immediately at the completion of the preceding year’s plant establishment period.
Each subsequent year plant establishment period shall be 1 full calendar year in duration.
During the plant establishment period(s) after PSIPE, the Contractor shall perform
all Work necessary for the continued healthy and vigorous growth of all plant material as
directed by the Engineer.
8-02.3(14) Plant Replacement
The Contractor shall be responsible for growing or providing enough plants for
replacement of all plant material rejected through first-year plant establishment. All
replacement plant material shall be inspected and approved by the Engineer prior
to installation. All rejected plant material shall be replaced at dates approved by
the Engineer.
All replacement plants shall be of the same species and quality as the plants they
replace. Plants may vary in size reflecting 1 season of growth should the Contractor
elect to hold plant material under nursery conditions for an additional year to serve as
replacement plants. Replacement plant material larger than specified in the Plans shall
meet the applicable section requirements of the ASNS for container class, ball size,
spread, and branching characteristics.
8-02.3(15) live Fascines
Live fascines are constructed of live and dead cuttings bundled together with a
minimum diameter of 8-inches. Live cuttings shall be as shown in the Plans. Dead
branches may be cuttings from any woody, non-invasive plant, native to the project area.
Dead branches may be placed on the inside of the live fascine and on the side exposed
to the surface. Live branches shall be placed in contact with the soil along their entire
length. Each live fascine must contain a minimum of 8 live branches. Dead branches shall
constitute no more than 40-percent of the total fascine content.
The total length of each live fascine shall be a minimum of 5-feet. Branches shall be
bound with biodegradable twine spaced at 1-foot intervals along the entire length of the
live fascine. Twine shall meet the requirements of Section 9-33.1 Table 3. Live fascines
shall be installed in a trench whose depth shall be ½ the diameter of the live fascine.
Secure the live fascine with live stakes 3-feet in length and ¾-inch in diameter placed at
18-inch intervals. A minimum of 3 live stakes shall be used per fascine. Live stakes shall
be driven through the live fascine vertically into the slope. The ends of live fascines shall
be woven together so that no gap remains between the 2 sections of the live fascine.
2010 Standard Specifications M 41-10 Page 8-21
ROADSIDE RESTORATION 8-02
8-02.3(16) lawn Installation
8-02.3(16)A lawn Installation
In irrigated areas, lawn installation shall not begin until the irrigation system
is fully operational.
Seed mix and rate of application shall be as specified in the Special Provisions.
Unless otherwise approved by the Engineer, seeded lawn installation shall be
performed during the following time periods at the location shown:
West of the summit of the Cascade Range - March 1 to October 1.
East of the summit of the Cascade Range - April 15 to October 1.
The Contractor shall have the option of sodding in lieu of seeding for lawn
installation at no additional expense to the Contracting Agency. Seeding in lieu of
sodding will not be allowed.
Topsoil for seeded or sodded lawns shall be placed at the depth and locations shown
in the Plans. The topsoil shall be cultivated to the specified depth, raked to a smooth even
grade without low areas to trap water and compacted, all as approved by the Engineer.
Sod strips shall be placed within 48-hours of being cut. Placement shall be without
voids and have the end joints staggered. The sod shall be rolled with a smooth roller
following placement.
Barriers shall be erected, with warning signs where necessary, to preclude pedestrian
traffic access to the newly placed lawn during the establishment period.
8-02.3(16)B lawn Establishment
Lawn establishment shall consist of caring for all new lawn areas within the limits of
the project.
The lawn establishment period shall begin immediately after the lawn planting has
been accepted by the Engineer and shall extend to the end of 4 mowings or 20-working
days which ever is longer. The mowings shall be done in accordance with 8-02.3(16)C.
During the lawn establishment period, it shall be the Contractor’s responsibility
to ensure the continuing healthy growth of the turf. This care shall include labor and
materials necessary to keep the project in a presentable condition, including but not
limited to, removal of litter, mowing, trimming, removal of grass clippings, edging,
fertilization, insecticide and fungicide applications, weed control, watering, repairing the
irrigation system, and repair and reseeding any and all damaged areas. Lawn mowing
shall be performed once each week, or as ordered by the Engineer, during the lawn
establishment period with no additional compensation.
Temporary barriers shall be removed only on written permission from the Engineer.
All Work performed under lawn establishment shall comply with established turf
management practices.
Acceptance of lawn planting as specified shall be based on a uniform stand of
grass and a uniform grade at the time of final inspection. Areas that are bare or have
a poor stand of grass, and areas not having a uniform grade through any cause before
final inspection, shall be recultivated, regraded, reseeded, or resodded and refertilized
as specified at no additional cost to the Contracting Agency.
Page 8-22 2010 Standard Specifications M 41-10
8-02 ROADSIDE RESTORATION
8-02.3(16)c lawn Mowing
Lawn mowing shall begin immediately after the lawn establishment period has been
accepted by the Engineer and shall extend to the end of the Contract or the first-year plant
establishment, whichever is last.
The Contractor shall accomplish the following minimum requirements:
1. Mowing, trimming, and edging shall be done as often as conditions dictate.
Maximum height of lawn shall not exceed 3-inches. The cutting height shall be
2-inches. Cuttings, trimmings, and edgings shall be disposed of off the project
site. When the Engineer approves the use of a mulching mower, trimmings may
be left in place.
2. Watering shall be as often as conditions dictate depending on weather and soil
conditions.
3. Provide fertilizer, weed control, and other measures as necessary to maintain a
healthy stand of grass.
8-02.4 Measurement
Topsoil, mulch and soil amendments will be measured by the cubic yard in the haul
conveyance at the point of delivery.
Brush layer will be measured by the linear foot along the ground slope line.
Live pole will be measured per each.
Live stake row will be measured by the linear foot along the ground slope line.
Fascine will be measured by the linear foot along the ground slope line.
Live brush mattress will be measured by the surface square yard along the ground
slope line.
Compost will be measured by the cubic yard in the haul conveyance at the point
of delivery.
The quantity of topsoil Type B used on the project will not be deducted from the
total quantity of Roadway excavation, borrow, strippings, or other excavation for which
haul is being paid.
The pay quantities for plant materials will be determined by count of the number of
satisfactory plants in each category accepted by the Engineer.
Weed barrier mat will be measured per each.
Fertilizer will be measured in pounds.
Water will be measured in accordance with Section 2-07.4. Measurement will be
made of only that water hauled in tank trucks or similar equipment.
Seeded lawn, sod installations, and lawn mowing will be measured along the ground
slope and computed in square yards of actual lawn completed, established, and accepted.
8-02.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
listed Bid items that are included in the Proposal:
“Topsoil Type ____”, per cubic yard.
The unit contract price per cubic yard for “Topsoil Type ____” shall be full pay
for providing the source of material for topsoil Type A and C, for pre-excavation weed
control, excavating, loading, hauling, intermediate windrowing, stockpiling, weed control
on stockpiles or windrows, and removal, placing, spreading, processing, cultivating, and
compacting topsoil Type A, Type B, and Type C.
“Plant Selection ___”, per each.
“PSIPE ___”, per each. (PSIPE is Plant Selection Including Plant Establishment.)
2010 Standard Specifications M 41-10 Page 8-23
ROADSIDE RESTORATION 8-02
The unit Contract price for “Plant Selection ___”, per each, and “PSIPE ___”, per
each, shall be full pay for all materials, labor, tools, equipment, and supplies necessary
for weed control within the planting area, planting area preparation, fine grading,
planting, cultivating, plant storage and protection, fertilizer and root dip, staking, cleanup,
and water necessary to complete planting operations as specified.
As the plants that include plant establishment are obtained, propagated, and grown,
partial payments shall be made as follows after inspection by the Engineer:
Payment of 5-percent of the unit Contract price, per each, when the plant materials
have been contracted, propagated, and are growing under nursery conditions. The
Contractor shall provide the Engineer with certification that the plant material has been
procured or contracted for delivery to the project for planting within the time limits of the
project. The certification shall state the location, quantity, and size of all material.
Payment shall be increased to 15-percent of the unit Contract price, per each, upon
completion of the initial weed control Work.
Payment shall be increased to 60-percent of the unit Contract price per each for the
contracted plant material in a designated unit area when planted.
Payment shall be increased to 70-percent of the unit Contract price per each for
contracted plant material at the completion of the initial planting.
Payment shall be increased to the appropriate percentage upon reaching the
following plant establishment milestones:
June 30th 80-percent
September 30th 90-percent
Completion of 1st-year plant establishment 100-percent
or after all replacement plants have
been installed, whichever is later
As the plants that do not include plant establishment are obtained, propagated, and
grown, partial payments shall be made as follows:
Payment of 15-percent of the unit Contract price per each when the plant materials
have been contracted, propagated, and are growing under nursery conditions. The
Contractor shall provide the Engineer with certification that the plant material has been
procured or contracted for delivery to the project for planting within the time limits of the
project. The certification shall state the location, quantity, and size of all material.
Payment shall be increased to 90-percent of the unit Contract price per each for
contracted plant material at the completion of the initial planting.
Payment shall be increased to 100-percent at the Physical Completion of
the Contract.
All partial payments shall be limited to the actual number of healthy vigorous plants
that meet the stage requirements, limited to plan quantity. Previous partial payments
made for materials rejected or missing will be deducted from future payments due
the Contractor.
“Live Pole”, per each.
“Live Stake Row”, per linear foot.
“Live Brush Mattress”, per square yard.
“Plant Establishment - ___ Year”, will be paid in accordance with Section 1-09.6.
“Brush Layer”, per linear foot.
“Fascines”, per linear foot.
“Weed Barrier Mat”, per each.
Page 8-24 2010 Standard Specifications M 41-10
8-02 ROADSIDE RESTORATION
The unit Contract price per each for “Weed Barrier Mat” shall be full pay to provide
and install the weed barrier mat as specified, to maintain the mat in place throughout the
plant establishment period, and to remove the mat when ordered by the Engineer.
“Fine Compost ”, per cubic yard.
“Coarse Compost”, per cubic yard.
The unit Contract price per cubic yard for “Fine Compost” or “Coarse Compost”
shall be full pay for furnishing and spreading the compost onto the existing soil.
“Fertilizer”, per pound.
The unit Contract price per pound for “Fertilizer” shall be full pay for furnishing and
applying the fertilizer.
“Weed Control”, when included as a separate Bid item, will be paid in accordance
with Section 1-09.6.
“Pesticide Application”, will be paid in accordance with Section 1-09.6.
For the purpose of providing a common Proposal for all Bidders, the Contracting
Agency entered an amount for “Plant Establishment - ___ Year”, “Weed Control”,
and “Pesticide Application” in the Proposal to become a part of the total Bid by the
Contractor.
“Soil Amendment”, per cubic yard.
“Bark or Wood Chip Mulch”, per cubic yard.
“Water”, per M Gal.
“Seeded Lawn Installation”, per square yard.
“Sod Installation”, per square yard.
“Lawn Mowing”, per square yard.
The unit Contract price per square yard for “Seeded Lawn Installation” or “Sod
Installation” shall be full pay for all costs necessary for weed control within the seeding
or sodding area, to prepare the area, plant or sod the lawn, erect barriers, and establish
lawn areas and for furnishing all labor, tools, equipment, and materials necessary to
complete the Work as specified and shall be paid in the following sequence for healthy,
vigorous lawn:
Completion of Lawn Planting 60-percent of individual areas
Mid Lawn Establishment (after 2 mowings) 85-percent of individual areas
Completion of Lawn Establishment 100-percent of individual areas
(after 4 mowings)
2010 Standard Specifications M 41-10 Page 8-25
IRRIGATION SySTEMS 8-03
8-03 IRRIGATION SySTEMS
8-03.1 Description
This Work consists of installing an irrigation system in accordance with these
Specifications and the details shown in the Plans or as staked.
8-03.2 Materials
Materials shall meet the requirements of Sections 9-15 and 9-29.
8-03.3 construction Requirements
Location of pipe, tubing, sprinkler heads, emitters, valves, and other equipment shall
be as shown in the Plans and shall be of the size and type indicated. No changes shall be
made except as approved by the Engineer.
Potable water supplies shall be protected against cross connections in accordance
with applicable Contracting Agency and Washington State Department of Health rules
and regulations. Irrigation systems using a non-potable water source shall have equipment
marked with appropriate purple markers as supplied by the equipment manufacturer.
Construction of electrical systems shall conform to applicable portions of
Sections 8-20 and 9-29.
8-03.3(1) layout of Irrigation System
The Contractor shall stake the irrigation system following the schematic design
shown in the Plans, before the construction begins for approval by the Engineer.
Alterations and changes in the layout may be expected in order to conform to ground
conditions and to obtain full and adequate coverage of plant material with water;
however, no changes in the system as planned shall be made without the prior
authorization of the Engineer.
Irrigation Potholing
Existing underground irrigation sleeve ends shall be located by potholing.
8-03.3(2) Excavation
Pipe trenches shall be no wider at any point than is necessary to lay the pipe or
install equipment. The top 6-inches of topsoil, when such exists, shall be kept separate
from subsoil and shall be replaced as the top layer when backfill is made. Trench bottoms
shall be relatively smooth and consist of sand or other suitable material free from rocks,
stones, or any material that might damage the pipe. Trenches in rock or other material
unsuitable for trench bottoms shall be excavated 6-inches below the required depth and
shall be backfilled to the required depth with sand or other suitable material free from
rocks or stones.
The Contractor shall exercise care when excavating trenches near existing trees to
minimize damage to tree roots. Where roots are 2-inches and greater in diameter, except
in the direct path of the pipe, the pipe trench shall be hand excavated and tunneled. When
large roots are exposed, they shall be wrapped with heavy burlap for protection and
to prevent excessive drying. Trenches dug by machines adjacent to trees having roots
2-inches and less in diameter shall have the sides hand trimmed making a clean cut of
the roots. Trenches having exposed tree roots shall be backfilled within 24-hours unless
adequately protected by moist burlap or canvas as approved by the Engineer.
Detectable marking tape shall be placed in the trench 6-inches directly above,
parallel to, and along the entire length of all nonmetallic water pipes and all nonmetallic
and aluminum sleeves, conduits and casing pipe. The width of the tape shall be as
recommended by the manufacturer for the depth of installation.
Page 8-26 2010 Standard Specifications M 41-10
8-03 IRRIGATION SySTEMS
8-03.3(3) Piping
All lines shall be a minimum of 18-inches below finished grade measured from
the bottom of the pipe or as shown in the Plans. All live mains to be constructed under
existing pavement shall be placed in steel casing jacked under pavement as shown in
the Plans. All PVC pipe installed under areas to be paved shall be placed in irrigation
conduit. Irrigation conduit shall extend a minimum of 1-foot beyond the limits of
pavement. All jacking operations shall be performed in accordance with an approved
jacking plan. Where possible, mains and laterals or section piping shall be placed in the
same trench. All lines shall be placed a minimum of 3-feet from the edge of concrete
sidewalks, curbs, guardrail, walls, fences, or traffic barriers.
Mainlines and lateral lines shall be defined as follows:
Mainlines: All supply pipe and fittings between the water meter and the
irrigation control valves.
lateral lines: All supply pipe and fittings between the irrigation control
valves and the connections to the irrigation heads. Swing joints, thick walled poly
pipe, flexible risers, rigid pipe risers, and associated fittings are not considered part
of the lateral line but incidental components of the irrigation heads.
Pipe pulling will not be allowed for installation and placement of
irrigation pipe.
8-03.3(4) Jointing
During construction, pipe ends shall be plugged or capped to prevent entry of dirt,
rocks, or other debris.
All galvanized steel pipe shall have sound, clean cut, standard pipe threads well
fitted. All pipes shall be reamed to the full diameter and burrs removed before assembly.
Threaded galvanized steel joints shall be constructed using either a nonhardening,
nonseizing multipurpose sealant or Teflon tape or paste as recommended by the pipe
manufacturer. All threaded joints shall be made tight with wrenches without the use
of handle extensions. Joints that leak shall be cleaned and remade with new material.
Caulking or thread cement to make joints tight will not be permitted.
PVC pipe, couplings, and fittings shall be handled and installed in accordance with
the manufacturer’s recommendation. The outside of the PVC pipe shall be chamfered to
a minimum of ¹⁄16-inch at approximately 22-degrees. Pipe and fittings shall be joined by
solvent welding. Solvents used must penetrate the surface of both pipe and fitting which
will result in complete fusion at the joint. Use solvent and cement only as recommended
by the pipe manufacturer.
Threaded PVC joints shall be assembled using Teflon tape as recommended by the
pipe manufacturer.
On plastic to metal connections, work the metal connection first. Use a nonhardening
compound on threaded connections. Connections between metal and plastic are to
be threaded utilizing female threaded PVC adapters with threaded schedule 80-PVC
nipple only.
Polyethylene pipe and fittings shall be installed in accordance with the
manufacturer’s recommendations. The ends of the polyethylene pipe shall be cut
square and inserted to the full depth of the fitting. Clamps for insert fittings shall be
stainless steel.
2010 Standard Specifications M 41-10 Page 8-27
IRRIGATION SySTEMS 8-03
8-03.3(5) Installation
Galvanized pipe shall be used from the water meter or service connection through
the cross connection control device.
Final position of turf heads shall be between ½-inch and 1-inch above finished
grade measured from the top of the sprinkler. All sprinklers adjacent to walks, curbs, and
pavement shall be placed as shown in the Plans.
Shrub heads, unless otherwise specified, shall be placed on risers approximately
12-inches above finished grade.
Final position of valve boxes, capped sleeves, and quick coupler valves shall be
between ½-inch and 1-inch above finished grade or mulch.
Drip irrigation emitters shall be installed in accordance with the manufacturer’s
recommendations. Install drain valves at the lowest point of each zone in an 8-inch
diameter round valve box over 3 cubic feet of washed gravel.
8-03.3(6) Electrical Wire Installation
Wiring between the automatic controller and automatic valves shall be direct burial
and may share a common neutral. Separate control conductors shall be run from the
automatic controller to each valve. When more than 1 automatic controller is required, a
separate common neutral shall be provided for each controller and the automatic valve
which it controls. Wire shall be installed adjacent to or beneath the irrigation pipe. Plastic
tape or nylon tie wraps shall be used to bundle wires together at 10-foot intervals, and
the wire shall be “snaked” from side to side in the trench. When necessary to run wire
separate from the irrigation pipe, the wire shall be bundled and placed under detectable
marking tape. When lateral pipelines have less than 18-inches of cover, direct burial wire
shall not be adjacent to pipes but shall be placed at a minimum depth of 18-inches.
Wiring placed under pavement and walls, or through walls, shall be placed
in irrigation casing. Irrigation casing shall not be less than 1-inch in diameter,
Class 200-PVC.
Splices will be permitted only at junction boxes, valve boxes, pole bases, or at
control equipment. A minimum of 2-feet of excess conductor shall be left at all splices,
terminal and control valves to facilitate inspection and future splicing.
All 120-volt electrical conductors and conduit shall be installed by a certified
electrician including all wire splices and wire terminations.
For all 24-volt direct burial circuits, the continuity test, ground test, and functional
test shall be performed. The Megger test confirming insulation resistance of not less than
2 megohms to ground in accordance with Section 8-20.3(11) is required.
All wiring shall be tested in accordance with Section 8-20.3(11).
8-03.3(7) Flushing and Testing
All gauges used in the testing of water pressures shall be certified correct by an
independent testing laboratory immediately prior to use on the project. Gauges shall be
retested when ordered by the Engineer.
Automatic controllers shall be tested by actual operation for a period of 2-weeks
under normal operating conditions. Should adjustments be required, the Contractor shall
do so according to the manufacturer’s direction and test until operation is satisfactory.
Main line Flushing
All main supply lines shall receive 2 fully open flushings, to remove debris that may
have entered the line during construction: the first before placement of valves; the second
after placement of valves and prior to testing.
Page 8-28 2010 Standard Specifications M 41-10
8-03 IRRIGATION SySTEMS
Main line Testing
All main supply lines shall be purged of air and tested with a minimum static water
pressure of 150-psi for 60-minutes without introduction of additional service or pumping
pressure. Testing shall be done with 1 pressure gauge installed on the line, where ordered
by the Engineer. An additional pressure gauge shall be installed at the pump when
ordered by the Engineer. Lines that show loss of pressure exceeding 5-psi at the ends of
specified test periods will be rejected.
The Contractor shall correct rejected installations and retest for leaks as specified
herein.
lateral line Flushing
All lateral lines shall receive 1 fully open flushing prior to placement of sprinkler
heads, emitters, and drain valves. The flushing shall be of sufficient duration to remove
any dirt or debris that has entered the lateral lines during construction.
lateral line Testing
All lateral lines shall be purged of air and tested in place at operating line pressure
with a pressure gauge and with all fittings capped or plugged. The operating line pressure
shall be maintained for 30-minutes with valves closed and without introduction of
additional pressure. Lines that show leaks or loss of pressure exceeding 5-psi at the end
of specified test periods will be rejected.
The Contractor shall correct and retest lateral line installations that have been
rejected. Throughout the life of the Contract, the Contractor shall repair, flush, and test,
all main and lateral lines that have sustained a break or disruption of service. Upon
restoration of the water service, the affected lines shall be brought up to operating
pressure. The Contractor shall then conduct a thorough inspection of all sprinkler heads,
emitters, etc., located downstream of the break, disruption of service, and repair. This
inspection is required to ensure that the entire irrigation system is operating properly.
8-03.3(8) Adjusting System
Before final inspection, the Contractor shall adjust and balance all sprinklers to
provide adequate and uniform coverage. Spray patterns shall be balanced by adjusting
individual sprinkler heads with the adjustment screws or replacing nozzles to produce a
uniform pattern. Unless otherwise specified, sprinkler spray patterns will not be permitted
on pavement, walks, or Structures.
8-03.3(9) Backfill
Backfill shall not be started until all piping has been inspected, tested, and approved
by the Engineer, after which backfilling shall be completed as soon as possible. All
backfill material placed within 6-inches of the pipe shall be sand or other suitable material
free of rocks, roots, or other objectionable material that might cut or otherwise damage
the pipe. Backfill from the bottom of the trench to approximately 6-inches above the
pipe shall be by continuous compacting in a manner that will not damage pipe or wiring
and shall proceed evenly on both sides of the pipe. The remainder of the backfill shall be
thoroughly compacted, except that heavy equipment shall not be used within 18-inches of
any pipe. The top 6-inches of the backfill shall be of topsoil material or the first 6-inches
of material removed in the excavation.
8-03.3(10) As Built Plans
Upon Physical Completion of the Work, the Contractor shall submit As Built Plans
consisting of corrected shop drawings, schematic circuit diagrams, or other details
necessary to show the Work as constructed including the actual installed locations of
the irrigation system(s) equipment including, but not limited to, water meters, cross
connection control devices, electrical services, pipe and wire runs, splice boxes,
2010 Standard Specifications M 41-10 Page 8-29
IRRIGATION SySTEMS 8-03
controllers, valves, heads, and other equipment. These drawings shall be on sheets
conforming in size to the provisions of Section 1-05.3. All drawings must be complete
and legible.
Any corrections and additions ordered by the Engineer shall be made by the
Contractor prior to acceptance. The Contractor shall provide the Engineer with 3 copies
of parts lists, catalog cuts, and service manuals for all equipment installed on the project.
8-03.3(11) System Operation
The irrigation system shall be completely installed, tested, and automatically
operable prior to planting in a unit area except where otherwise specified in the Plans or
approved by the Engineer. The Contractor shall be fully responsible for all maintenance,
repair, testing, inspecting, and automatic operation of the entire system until all Work is
considered complete as determined by the final inspection specified in Section 1-05.11.
The final inspection of the irrigation system will coincide with the end of the Contract or
first-year plant establishment which ever is later.
This responsibility shall include, but not be limited to, draining the system prior
to winter and reactivating the system in the spring and at other times as ordered by
the Engineer.
For the life of the Contract, the Contractor shall be responsible for having annual
inspections and tests performed on all cross connection control devices as required
and specified by the Washington State Department of Health. Inspections and tests
shall be conducted at the time of initial activation and each spring prior to reactivating
the irrigation system. Potable water shall not flow through the cross-connection
control device to any downstream component until tested and approved for use by the
serving utility.
In the spring, when the drip irrigation system is in full operation, the Contractor
shall make a full inspection of all emitters. This shall involve visual inspection of each
emitter under operating conditions. All adjustments, flushings, or replacements to the
system shall be made at this time to ensure the proper operation of all emitters.
8-03.3(12) cross connection control Device Installation
Cross connection control devices shall be installed, inspected, and tested by the
serving utility or designee in accordance with applicable portions of the Washington
Administrative Code (WAC-246-290-490) and other applicable regulations as set forth
by the Washington State Department of Health and the Washington State Department of
Transportation.
During the life of the Contract, these devices shall be inspected and tested annually,
or more often if successive inspections indicate repeated failures. Inspections and tests
shall be conducted at the time of initial installation, after repairs, and each spring prior to
reactivation of the irrigation system. These inspections and tests shall be completed and
the results recorded by a licensed Backflow Assembly Device Tester (BADT) Operator
or by a Contracting Agency Certified Water Works Operator with a CCS 1 or CCS 2
Classification and shall document that the devices are in good operating condition prior
to flushing and testing of any downstream water lines. Devices that are defective shall be
repaired or replaced.
Inspection and test results shall be recorded on Department of Transportation
Form No. DOT 540-020 and other forms as may be required by the serving utility.
The completed forms shall be submitted to the appropriate health authority and to the
serving utility when applicable.
Page 8-30 2010 Standard Specifications M 41-10
8-03 IRRIGATION SySTEMS
8-03.3(13) Irrigation Water Service
The Contracting Agency has arranged for a water meter installation(s) for the
irrigation system at no cost to the Contractor at the locations and sizes as shown
in the Plans. The water meter(s) will be installed by the serving utility. It shall be
the Contractor’s responsibility to contact the Engineer to schedule the water meter
installation performed by the servicing utility. The Contractor shall provide a minimum of
60-calendar days prior notice to the Engineer for the desired date for installation to ensure
no service installation delays Work.
Construction activities for irrigation water service connections will be in accordance
with the serving utility’s Service Agreement. A copy of the Service Agreement may be
obtained from the Engineer.
8-03.3(14) Irrigation Electrical Service
The Contracting Agency has arranged for electrical service connection(s) for
operation of the automatic electrical controller(s) at the locations as shown in the
Plans. The Contractor shall splice and run conduit and wire from the electrical service
connection(s), or service cabinet, which ever may apply, to the automatic electrical
controller and connect the conductors to the circuit(s) as shown in the Plans.
The installation of conduit and wire for the electrical power service shall be in
accordance with the serving utility’s Service Agreement and these Specifications. A copy
of the Service Agreement may be obtained from the Engineer.
8-03.4 Measurement
No unit of measure shall apply to the lump sum price for irrigation system.
8-03.5 Payment
Payment will be made in accordance with Section 1-04.1, for the following Bid
items when included in the Proposal:
“Irrigation System”, lump sum.
All costs for furnishing and installing irrigation system equipment and components
where indicated and as detailed in the Plans, all costs of initial and annual inspections
and tests performed on cross connection control devices and electrical wire testing
during the life of the Contract and As Built Plans shall be included in the lump sum price
for the complete irrigation system as shown in the Plans or as otherwise approved by
the Engineer.
The Contracting Agency will, at no cost to the Contractor, provide water and
electrical services needed for installation and operation of the irrigation system for the
life of the Contract.
As the irrigation system is installed, the payment schedule will be as follows:
Payment will be made in proportion to the amount of Work performed up to
90-percent of the unit Contract price for irrigation system when the irrigation system
is completed, tested, inspected, and fully operational.
Payment shall be increased to 95-percent of the unit Contract price for irrigation
system upon completion and acceptance of initial planting and submittal of As
Built Plans.
Payment shall be increased to 100-percent of the unit Contract price for irrigation
system upon completion and acceptance of the first-year plant establishment. When there
is no first-year plant establishment or when the Contract is completed, payment will be
increased to 100-percent of the unit Contract price for irrigation system upon completion
of As Built Plans.
2010 Standard Specifications M 41-10 Page 8-31
cuRBS, GuTTERS, AND SPIllWAyS 8-04
8-04 cuRBS, GuTTERS, AND SPIllWAyS
8-04.1 Description
This Work consists of the construction of cement concrete curbs, curbs and gutters,
gutters, spillways, hot mix asphalt curbs, gutters, spillways, and metal spillways, of the
kind and design specified, at the locations shown in the Plans or where designated by
the Engineer in accordance with these Specifications and in conformity to the lines and
grades as staked.
8-04.2 Materials
Materials shall meet the requirements of the following sections:
Portland Cement 9-01
Aggregates 9-03
Premolded Joint Filler 9-04.1
Drain Pipe 9-05.1
Steel Culvert Pipe and Pipe Arch 9-05.4
Aluminum Culv ert Pipe 9-05.5
Structural Steel and Related Materials 9-06
Reinforcing Steel 9-07
Hand Placed Riprap 9-13.2
Hot Mix Asphalt (HMA) curbs, gutters, and spillways shall be constructed of an
HMA mix that will have a dense, uniform surface and will fully retain its shape, grade,
and line after placement. The mix components shall meet applicable requirements for
asphalt concrete specified in Section 5-04 and shall be approved by the Engineer.
8-04.3 construction Requirements
8-04.3(1) cement concrete curbs, Gutters, and Spillways
Cement concrete curb, curb and gutter, gutter, and spillway shall be constructed
with air entrained concrete Class 3000 conforming to the requirement of Section 6-02
except at driveway entrances. Cement concrete curb or curb and gutter along the full
width of a driveway entrance shall be constructed with air entrained concrete Class 4000
conforming to the requirements of Section 6-02.
The foundation for curbs, gutters, and spillways shall be thoroughly compacted
and required side forms shall rest throughout their length on firm ground. Side forms for
straight sections shall be full depth of the curb. They shall be either metal of suitable gage
for the Work or surfaced “construction” grade lumber not less than 2-inches (commercial)
in thickness. Forms used more than 1 time shall be thoroughly cleaned and any forms that
have become worn, splintered, or warped shall not be used again.
The foundation shall be watered thoroughly before the concrete is placed, and the
concrete shall be well tamped and spaded or vibrated in the forms. The exposed surfaces
shall be finished full width with a trowel and edger. Within 24-hours after the concrete is
placed, the forms of the Roadway face of curbs shall be removed, and the concrete treated
with a float finish. The top and face of the curb shall receive a light brush finish, and the
top of the gutter shall receive a broom finish.
Expansion joints in the curb or curb and gutter shall be spaced at 15-foot intervals,
the beginning and ends of curb returns, drainage Structures, bridges, and cold joints with
existing curbs and gutters. The expansion joint shall be filled to full cross-section with
⅜-inch premolded joint filler. When curb or curb and gutter is placed adjacent to
Portland Cement Concrete Pavement, a ¼-inch thick, 6-inch deep premolded joint filler
shall be installed between the 2 vertical surfaces to prevent cracking. When noted in
the Plans, the Contractor shall install the catch basin gutter pan at drainage Structures
abutting the curb and gutter.
Page 8-32 2010 Standard Specifications M 41-10
8-04 cuRBS, GuTTERS, AND SPIllWAyS
The concrete shall be cured for 72-hours by 1 of the methods specified for cement
concrete pavement in Section 5-05.
At the option of the Contractor, the curb and gutter may be constructed using
approved slip-form equipment. The curb and gutter shall be constructed to the same
requirements as the cast-in-place curb and gutter.
A water-reducing admixture conforming to the requirements of Section 9-26 may be
used provided the finished curb and gutter shall retain its line and shape.
8-04.3(1)A Extruded cement concrete curb
Extruded cement concrete curb shall be placed, shaped, and compacted true to line
and grade with an approved extrusion machine. The extrusion machine shall be capable
of shaping and thoroughly compacting the concrete to the required cross section.
The pavement shall be dry and cleaned of loose and deleterious material prior to
curb placement. Cement concrete curbs shall be anchored to the existing pavement by
placing steel tie bars 1-foot on each side of every joint.
Tie bars shall meet the dimensions shown in the Standard Plans.
Joints in the curb shall be spaced at 10-foot intervals. Joints shall be cut vertically
and to the depth shown in the Standard Plans.
All other requirements for cement curb and cement concrete curb and gutter shall
apply to extruded cement concrete curb.
The Contractor may substitute extruded cement concrete curb for extruded HMA
concrete curb upon receiving written permission from the Engineer. There will be no
change in unit Contract price if this substitution is allowed.
8-04.3(2) Extruded Asphalt concrete curbs, and Gutters
Asphalt concrete curbs, gutters, and spillways shall be constructed of Commercial
HMA as specified in Section 5-04. The HMA will have a dense, uniform surface and will
fully retain it’s shape, grade, and line after placement. Just prior to placing the curb, a
tack coat of asphalt shall be applied to the existing pavement surface at the rate ordered
by the Engineer.
Set forms will not be required for forming gutter if slip-form equipment of a type
approved by the Engineer is used. Gutter shall be shaped and compacted to the required
line, grade, and cross section. Connections to any type of outlet shall be constructed so as
to form a watertight joint.
8-04.3(3) Vacant
8-04.3(4) Metal Spillways
Round metal spillways shall be plain metal drain pipe 8-inch diameter and when
specified in the Contract, the joints shall be sealed with rubber gaskets conforming to the
requirements of Section 9-04.4(4). Half round metal spillways shall be half round metal
culvert pipe of the size, kind, and thickness shown in the Plans.
In the construction of metal spillways, sufficient bands, elbows, and joints shall be
furnished and placed by the Contractor to permit the construction and connection of the
spillways as indicated in the Plans so as to carry the drainage from gutters to the inlets
and spillways without percolation of the water under and around the Structure.
Spillway pipe shall be laid in a trench in the embankment slope and shall not be
placed until after the embankment slopes have been completed and dressed to the lines
prescribed by the Engineer. The lower end of the pipe spillway shall be adequately
protected and supported by hand placed riprap, concrete, or by other means as may be
shown in the Plans. After the spillway pipe has been placed and connected, the trench
shall be backfilled, thoroughly compacted, and the embankment slopes restored to their
original condition.
2010 Standard Specifications M 41-10 Page 8-33
cuRBS, GuTTERS, AND SPIllWAyS 8-04
8-04.3(5) Spillways at Bridge Ends
Where spillways are required to be constructed at bridge ends, they shall be
constructed in the embankment slopes as described above and arranged so that they will
connect to the bridge drains. The pipe shall be plain metal drain pipe 8-inch diameter and
the joints shall be sealed with rubber gaskets conforming to the requirements of Section
9-04.4(4).
8-04.4 Measurement
All curbs, gutters, and spillways will be measured by the linear foot along the line
and slope of the completed curbs, gutters, or spillways, including bends. Measurement
of cement concrete curb and cement concrete curb and gutter, when constructed across
driveways or sidewalk ramps, will include the width of the driveway or sidewalk ramp.
Except for metal spillways, excavation for these Structures shall be incidental to the
items involved. Structure excavation required for the installation of metal spillways will
be measured in accordance with the provisions of Section 2-09.
Hand placed riprap will be measured in accordance with Section 8-15.4.
8-04.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal:
“Cement Conc. Traffic Curb and Gutter”, per linear foot.
“Cement Conc. Traffic Curb”, per linear foot.
“Mountable Cement Conc. Traffic Curb”, per linear foot.
“Dual-Faced Cement Conc. Traffic Curb and Gutter”, per linear foot.
“Dual-Faced Cement Conc. Traffic Curb”, per linear foot.
“Cement Conc. Pedestrian Curb”, per linear foot.
“Roundabout Central Island Cement Concrete Curb”, per linear foot.
“Roundabout Truck Apron Cem. Conc. Curb and Gutter”, per linear foot.
“Roundabout Truck Apron Cement Concrete Curb”, per linear foot.
“Extruded Curb”, per linear foot.
“Cement Conc. Gutter”, per linear foot.
“Cement Conc. Spillway”, per linear foot.
“Asphalt Conc. Gutter”, per linear foot.
“Asphalt Conc. Spillway”, per linear foot.
“Drain Pipe ___ In. Diam.”, per linear foot.
“Half Round Plain St. Culv. Pipe ___ In. Th. ___ In. Diam.”, per linear foot.
“Half Round Tr. 1 St. Culv. Pipe ___ In. Th. ___ In. Diam.”, per linear foot.
“Half Round Plain Al. Culv. Pipe ___ In. Th. ___ In. Diam.”, per linear foot.
“Half Round Tr. 1 Al. Culv. Pipe ___ In. Th. ___ In. Diam.”, per linear foot.
“Hand Placed Riprap”, per cubic yard.
Hand placed riprap will be paid for as provided in Section 8-15.5.
When catch basin gutter pans are required in the Plans, all costs for providing the
widened area of gutter pan shall be included in the curb and gutter Bid item.
Page 8-34 2010 Standard Specifications M 41-10
8-05 VAcANT
8-05 VAcANT
2010 Standard Specifications M 41-10 Page 8-35
cEMENT cONcRETE DRIVEWAy ENTRANcES 8-06
8-06 cEMENT cONcRETE DRIVEWAy ENTRANcES
8-06.1 Description
This Work shall consist of constructing the types of cement concrete driveway
entrances shown in the Plans and in accordance with these Specifications and the
Standard Plans. The widths of the entrances shall be as noted in the Plans. When no width
is noted in the Plans, the entrance shall be constructed to the minimum dimensions shown
in the Standard Plans.
8-06.2 Materials
Materials shall meet the requirements of the following sections:
Portland Cement 9-01
Aggregates 9-03
Premolded Joint Filler 9-04.1
8-06.3 construction Requirements
Cement concrete driveway approaches shall be constructed with air entrained
concrete Class 4000 conforming to the requirements of Section 6-02 or Portland Cement
Concrete Pavement conforming to the requirements of Section 5-05.
Driveway entrance concrete may be placed , compacted, and finished using hand
methods. The tools required for these operations shall be approved by the Engineer.
After troweling and before edging, the surface of the driveway entrance shall be brushed
in a transverse direction with a stiff bristled broom. Curing of the concrete shall be in
accordance with Section 5-05.3(13). The driveway entrances may be opened to traffic
in accordance with Section 5-05.3(17).
When noted in the Plans, the Contractor shall construct the driveway entrance in
2 or more segments to permit access to an existing driveway. At these locations, the
Contractor shall provide a well-graded and drained temporary approach suitable for
vehicular traffic from the abutting Roadway to the existing driveway and a firm surface
for pedestrians crossing the approach. When the concrete in this segment of the entrance
has reached the desired compressive strength, the Contractor shall route traffic over it,
remove the temporary approach, and construct the remaining driveway entrance segment
or segments. The joints between segments shall be filled to full cross-section with ⅜-inch
premolded joint filler.
8-06.4 Measurement
Cement concrete driveway entrances will be measured by the square yard of finished
surface.
8-06.5 Payment
Payment will be made in accordance with Section 1-04.1, for the following Bid item
when it is included in the Proposal:
“Cement Conc. Driveway Entrance Type ___”, per square yard.
All costs in constructing the driveway entrance in segments and installing and
removing the temporary approach shall be included.
Page 8-36 2010 Standard Specifications M 41-10
8-07 PREcAST TRAFFIc cuRB AND BlOck TRAFFIc cuRB
8-07 PREcAST TRAFFIc cuRB AND BlOck TRAFFIc cuRB
8-07.1 Description
This Work consists of furnishing and installing precast traffic curb, block traffic
curb, sloped mountable curb, or dual faced sloped mountable curb of the design and type
specified in the Plans in accordance with these Specifications and the Standard Plans in
the locations indicated in the Plans or as staked by the Engineer.
8-07.2 Materials
Materials shall meet the requirements of the following sections:
Paint 9-08.1
Precast Traffic Curb 9-18.1
Block Traffic Curb 9-18.3
Water Repellent Compound 9-18.4
Sodium Metasilicate 9-18.5
Mortar 9-20.4
8-07.3 construction Requirements
8-07.3(1) Installing curbs
The curb shall be firmly bedded for its entire length and breadth on a mortar bed
conforming to Section 9-20.4(3) composed of 1 part Portland cement and 2 parts of
concrete sand. The anchor grooves in the bottom of the curb shall be entirely filled with
the mortar.
Before the cement mortar bed is laid, all dirt shall be cleaned from the pavement
surface by washing.
All old pavements and any portion of new pavements constructed under this
Contract, which are covered with oil or grease within the curb limits, shall be further
cleaned as follows:
1. The pavement shall be flushed with water.
2. While the pavement is still wet, sodium metasilicate, complying with the
requirements as specified elsewhere herein, shall be evenly distributed
over the pavement surface at a rate of 1 to 2-pounds per 100-square feet of
pavement surface.
3. The sodium metasilicate shall remain on the pavement for at least 15-minutes.
Where patches of oil, tar, or grease occur, these areas shall be scrubbed with
a brush or broom.
4. The pavement surface shall then be thoroughly rinsed.
All joints between adjacent pieces of curb except joints for expansion and/or
drainage as designated by the Engineer shall be filled with mortar composed of 1 part
Portland cement and 2 parts sand.
The joints between adjacent units of block traffic curb will not require mortaring.
The alignment and the top surface of adjoining sections of curb shall be true and
even with a maximum tolerance of ¹⁄16-inch.
For both types of curb, nosing pieces, connecting dividers, and radial sections,
as detailed in the Plans, will be required at the ends of the curb lines, at transitions from
Type C traffic curb to Type A traffic curb, and at Type A traffic curb installation with radii
less than 10-feet.
For sloped mountable curb installed in curves, the units shall be either curved blocks
precast to the radii shown in the Plans or tangent blocks sawn to the dimensions shown
in the Standard Plans to conform to the specified radii.
2010 Standard Specifications M 41-10 Page 8-37
PREcAST TRAFFIc cuRB AND BlOck TRAFFIc cuRB 8-07
8-07.3(2) Painting of curbs
Concrete curbing shall be painted with 2 full coats of paint conforming to Section
9-34.2, as shown in the Plans or as designated by the Engineer. The paint can be applied
by brush or spray. The second coat shall have glass traffic paint beads sprinkled in the
wet paint at the rate of 12-pounds per 100-linear foot of curbing. The beads shall conform
to the requirements of Section 9-34.4.
8-07.4 Measurement
Type A precast traffic curb and Type A block traffic curb will be measured by the
linear foot along the front face of the curb and return. Type C precast traffic curb and
Type C block traffic curb will be measured by the linear foot along the axis of the curb.
Type A nosing pieces and dividers will be measured as Type A curb, and Type C nosing
pieces will be measured as Type C curb.
Sloped mountable curb will be measured by the linear foot along the front face of
the curb. Dual faced sloped mountable curb will be measured by the linear foot of tapered
block and nosing block installed. Only 1 face of dual faced curb will be measured.
8-07.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal:
“Type A Precast Traffic Curb”, per linear foot.
“Type C Precast Traffic Curb”, per linear foot.
“Type A Block Traffic Curb”, per linear foot.
“Type C Block Traffic Curb”, per linear foot.
“Precast Sloped Mountable Curb”, per linear foot.
“Precast Dual Faced Sloped Mountable Curb”, per linear foot.
Page 8-38 2010 Standard Specifications M 41-10
8-08 RuMBlE STRIPS
8-08 RuMBlE STRIPS
8-08.1 Description
This Work consists of constructing centerline and shoulder rumble strips by grinding
hot mix asphalt. The Work shall include cleanup and disposal of cuttings and other
resultant debris. The Standard Plans show the patterns and construction details for the
centerline rumble strip and the 4 types of shoulder rumble strips.
8-08.2 Vacant
8-08.3 construction Requirements
The equipment shall have a rotary type cutting head or series of cutting heads
capable of grinding 1 or more recesses in the hot mix asphalt as detailed in the Standard
Plans. The difference in the surface texture between the high and low surfaces from the
grinding shall not exceed ⅛-inch.
Rumble strips shall not be constructed on bridge decks, bridge approach slabs, or
cement concrete surfaces. In areas where monuments, drainage structures, induction
loop lead-ins, pavement markings or other features will not allow the rumble strips to
be constructed as detailed, the rumble strips shall be eliminated or relocated as approved
by the Project Engineer.
The traveled lanes shall be kept free of cuttings and other construction debris at
all times. All cuttings, grinding debris, dust, and other loose materials shall become
the property of the Contractor and, upon completion of rumble strip grinding, shall be
immediately removed and disposed of outside the project limits. Cuttings and other debris
shall not be allowed to enter any waterways.
When shown in the Plans, the rumble strips shall be fog sealed in accordance with
the requirements of Section 5-02. Following the completion of the shoulder rumble strip.
All pavement markings, junction boxes, drainage structures, and similar objects shall not
be fog sealed.
The accumulative error in the longitudinal spacing of the rumble strips and the gaps,
when required, shall not exceed plus or minus 5-percent.
8-08.4 Measurement
Centerline and shoulder rumble strips will be measured to the nearest 0.01-mile
along the mainline roadway for centerline or each shoulder. No deductions will be
made for required gaps shown on the Standard Plans or for the elimination of rumble
strips across bridge decks, bridge approach slabs, cement concrete areas, or other areas
approved by the Engineer.
Fog sealing, when shown in the Plans, will be measured as asphalt for fog seal in
accordance with Section 5-02.4.
8-08.5 Payment
“Shoulder Rumble Strip Type __”, per mile.
“Centerline Rumble Strip”, per mile
Layout of the rumble strip pattern on the centerline or shoulders for grinding
purposes is the responsibility of the Contractor. All costs involved in this Work shall
be included in the appropriate Bid item.
Payment for fog sealing the shoulder, when shown in the Plans, shall be paid
as asphalt for fog seal in accordance with Section 5-02.5.
2010 Standard Specifications M 41-10 Page 8-39
RAISED PAVEMENT MARkERS 8-09
8-09 RAISED PAVEMENT MARkERS
8-09.1 Description
This Work shall consist of furnishing and installing pavement markers of the type
specified in the Plans, in accordance with these Specifications, and at the locations
indicated in the Plans or where designated by the Engineer. This Work also includes
cleanup and disposal of cuttings and other resultant debris. The color of pavement
markers shall conform to the color of the marking for which they supplement, substitute
for, or serve as a positioning guide for.
8-09.2 Materials
Raised pavement marker (RPM) shall meet the requirements of the
following sections:
RPM Type 1 9-21.1
RPM Type 2 9-21.2
RPM Type 3 9-21.3
Adhesive 9-02.1, 9-26.2
8-09.3 construction Requirements
8-09.3(1) Surface Preparation
All sand, dirt, and loose extraneous material shall be swept or blown away from the
marker location and the cleaned surface prepared by 1 of the following procedures:
When deemed necessary by the Engineer all surface dirt within areas to
receive markers shall be removed. Large areas of tar, grease, or foreign materials
may require sandblasting, steam cleaning, or power brooming to accomplish
complete removal.
When markers are placed on new cement concrete pavement, any curing
compound shall be removed in accordance with the requirements of this section
and Section 5-05.3(13)A.
The pavement shall be surface dry. When applying Epoxy Adhesives in
cool weather the pavement surface shall be heated by intense radiant heat (not
direct flame) for a sufficient length of time to warm the pavement areas of marker
application to a minimum of 70ºF.
Application of markers shall not proceed until final authorization is received
from the Engineer.
8-09.3(2) Marker Preparation
Type 2 markers may be warmed prior to setting by heating to a maximum
temperature of 120°F for a maximum of 10-minutes.
8-09.3(3) Adhesive Preparation
Epoxy adhesive shall be maintained at a temperature of 60ºF to 85ºF before use and
during application.
Component A shall be added to component B just before use and mixed to a smooth
uniform blend. The unused mixed adhesive shall be discarded when polymerization has
caused stiffening and reduction of workability.
Bituminous pavement marker adhesive shall be indirectly heated in an applicator
with continuous agitation or recurring circulation. Adhesive temperature shall not exceed
the maximum safe heating temperature stated by the manufacturer. The Contractor shall
provide the Engineer with manufacturers written instruction for application temperature
and maximum safe heating temperature.
Page 8-40 2010 Standard Specifications M 41-10
8-09 RAISED PAVEMENT MARkERS
8-09.3(4) Application Procedure
8-09.3(4)A Epoxy Adhesives
The marker shall be affixed to the prepared pavement area with sufficient adhesive
so as to squeeze out a small bead of adhesive around the entire periphery of the
marker. The required amount of adhesive per marker will normally be in the range of
20 to 40-grams.
The sequence of operations shall be as rapid as possible. Adhesive shall be in place
and the marker seated in not more than 30-seconds after the removal of the pavement
preheat or warm air blast. The marker shall not have cooled more than 1-minute
before seating.
The length of the pavement preheat or warming shall be adjusted so as to ensure
bonding of the marker in not more than 15-minutes. Bonding will be considered
satisfactory when adhesive develops a minimum bond strength in tension of not less than
800-grams per square inch or a total tensile strength of 25-pounds
Markers shall be spaced and aligned as shown in the Standard Plans and as specified
by the Engineer. A displacement of not more than ½-inch left or right of the established
guide line will be permitted. The Contractor shall remove and replace at no expense to
the Contracting Agency all improperly placed markers.
Markers shall not be placed over longitudinal or transverse joints in the
pavement surface.
On Roadway sections which are not open to public traffic, the preheating of the
markers by dry heating before setting will not be required provided the adhesive develops
the required bond strength of 800-grams per square inch in less than 3-hours. If the
Roadway section is carrying public traffic during the installation of the markers, the 15-
minute set-to-traffic provision will be enforced, and necessary flagging and traffic control
will be required.
8-09.3(4)B Asphalt Adhesives
Thermoplastic Type 1 markers shall be installed only with a hot melt bitumen
adhesive. At the option of the Contractor, a hot melt bitumen adhesive may be used to
cement other types of markers to the pavement in lieu of epoxy adhesive. The bitumen
adhesive shall conform to the requirements of Section 9-02.1(8).
Bituminous adhesive shall be applied at temperatures recommended by
the manufacturer.
Markers shall be placed immediately after application of the adhesive.
8-09.3(5) Recessed Pavement Marker
The Contractor shall construct recesses for pavement markers by grinding
the pavement in accordance with the dimensions shown in the Standard Plans.
The Contractor shall prepare the surface in accordance with Section 8-09.3(1),
and install Type 2 markers in the recess in accordance with the Standard Plans and
Section 8-09.3(4).
8-09.4 Measurement
Measurement of markers will be by units of 100 for each type of marker furnished
and set in place.
2010 Standard Specifications M 41-10 Page 8-41
RAISED PAVEMENT MARkERS 8-09
8-09.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal:
“Raised Pavement Marker Type 1”, per hundred.
“Raised Pavement Marker Type 2”, per hundred.
“Raised Pavement Marker Type 3-______ In.”, per hundred.
“Recessed Pavement Marker”, per hundred.
The unit Contract price per hundred for “Raised Pavement Marker Type 1”, “Raised
Pavement Marker Type 3______ In.”, and “Recessed Pavement Marker” shall be full
pay for furnishing and installing the markers in accordance with these Specifications
including all cost involved with traffic control except for reimbursement for other traffic
control labor, and for flaggers and spotters in accordance with Section 1-10.5.
Page 8-42 2010 Standard Specifications M 41-10
8-10 GuIDE POSTS
8-10 GuIDE POSTS
8-10.1 Description
This Work shall consist of furnishing and placing flexible guide posts of the type
specified in the Plans in accordance with these Specifications and the Standard Plans,
at the locations indicated in the Plans or where designated by the Engineer.
8-10.2 Materials
Flexible guide posts and reflective sheeting shall be selected from approved
materials listed in the Special Provisions or the Qualified Products List. Flexible guide
posts shall be pre-approved in accordance with Section 9-17 prior to use on a project.
If a producer lacks access to a regularly conducted State Materials Laboratory test, the
producer may submit for consideration, performance data gained from independent
testing attested by a registered Engineer. Acceptance of independent data or repetition of
selected or total tests, shall be the prerogative of the State Materials Laboratory.
Adhesives for surface mounted guide posts shall meet the requirements of Sections
9-02.1(8) or 9-26.2. Other bonding agents may be approved by the Engineer.
8-10.3 construction Requirements
Flexible guide posts shall be installed as shown in the Standard Plans or as specified
by the Engineer. The posts shall be installed plumb, plus or minus 1½-degrees.
Guide posts shall be of such length as to provide a height of 48-inches, plus or
minus 3-inches, above the nearest edge of traveled pavement surface. Surface mounted
guide posts shall be bonded to the pavement surface. The final guide posts lengths will be
determined or verified by the Engineer at the request of the Contractor.
Flexible guide posts shall be installed according to the manufacturer ’s
recommendations. A reasonable time prior to installation, the Contractor shall provide the
Engineer with the manufacturer’s recommended installation procedures. Only 1 type of
ground mount or guardrail mount flexible guide post shall be used on each project.
If the ground adjacent to the posts is disturbed in any manner, it shall be backfilled
to the level of the existing surface and thoroughly compacted. The surface of the ground
adjacent to the post shall be replaced with like materials, including bituminous treatment
if previously existent.
8-10.4 Measurement
Flexible guide posts will be measured by the unit for each post furnished
and installed.
8-10.5 Payment
Payment will be made in accordance with Section 1-04.1, for the following Bid item
when included in the Proposal:
“Flexible Guide Post”, per each.
2010 Standard Specifications M 41-10 Page 8-43
GuARDRAIl 8-11
8-11 GuARDRAIl
8-11.1 Description
This Work consists of constructing, modifying, removing, and resetting guardrail
and anchors of the kind and type specified in accordance with the Plans, these
Specifications, and the Standard Plans in conformity with the lines and grades as staked.
8-11.2 Materials
Materials shall meet the requirements of the following sections:
Beam Guardrail 9-16.3
Rail Element 9-16.3(1)
Posts and Blocks 9-16.3(2)
Galvanizing 9-16.3(3)
Hardware 9-16.3(4)
Anchors 9-16.3(5)
Weathering Steel Beam Guardrail 9-16.8
8-11.3 construction Requirements
8-11.3(1) Beam Guardrail
8-11.3(1)A Erection of Posts
The posts shall be set to the true line and grade of the Highway and spaced as shown
in the Plans. When the Plans require that the ends of a section of guardrail be curved
outward or downward, the posts shall be set to accommodate the curve. End treatment
shall be in accordance with the appropriate Standard Plans or as shown in the Plans.
The length of post installed shall be as shown in the Standard Plans unless long
posts are indicated. The length of the posts for beam guardrail with long posts shall be as
shown in the Plans.
Posts may be placed in dug or drilled holes. Ramming or driving will be permitted
only if approved by the Engineer and if no damage to the pavement, Shoulders, and
adjacent slopes results there from.
In broken rock embankments, the pre-punching of holes will be permitted only prior
to final Shoulder or median compaction, surfacing, and paving.
The posts shall be protected from traffic at all times by attaching the rail elements or
by a method approved by the Engineer.
8-11.3(1)B Vacant
8-11.3(1)c Erection of Rail
All metal work shall be fabricated in the shop. No punching, cutting, or welding
shall be done in the field, except that holes necessary when additional posts are required
or for special details in exceptional cases may be drilled in the field when approved by
the Engineer. The rail shall be erected so that the bolts at expansion joints will be located
at the centers of the slotted holes. Except in Weathering Steel Beam Guardrail, all holes
shall be painted with 2 coats of paint conforming to Section 9-08.1(2)B.
Rail plates shall be assembled with the splice joints lapping in the direction of
the traffic.
When nested W-beam or thrie beam is specified, 2 sections of guardrail, 1 set inside
of the other shall be installed. The inside and outside rail elements shall not be staggered.
Galvanized and weathering steel rail plates shall be fastened to the posts with
galvanized bolts, washers, and nuts of the size and kind shown in the Plans.
All bolts, except where otherwise required at expansion joints, shall be drawn tight.
Bolts through expansion joints shall be drawn up as tight as possible without being
Page 8-44 2010 Standard Specifications M 41-10
8-11 GuARDRAIl
tight enough to prevent the rail elements from sliding past one another longitudinally.
Bolts shall be sufficiently long to extend at least ¼-inch beyond the nuts. Except where
required for adjustments, bolts shall not extend more than ½-inch beyond the nuts.
After complete installation of weathering steel beam guardrail, the Contractor shall
wash the rail with clean water under high pressure. If the rail is contaminated by oil or
grease, sandblasting shall be used as necessary to clean the rail.
8-11.3(1)D Terminal and Anchor Installation
All excavation and backfilling required for installation of anchors shall be performed
in accordance with Section 2-09, except that the costs thereof shall be incidental to and
included in the unit Contract price for the type of anchor installed.
Bolts shall be tightened to the tension specified. The anchor cable shall be tightened
sufficiently to eliminate all slack. When tightening, the anchor cable shall be restrained to
prevent twisting of the cable.
When foundation tubes used with the Wood Breakaway Post are driven, they shall
be driven prior to installing the wood post.
Type 2 concrete anchors may either be precast or cast-in-place at the option of the
Contractor.
Assembly and installation of Beam Guardrail Flared Terminals and Beam Guardrail
Non-flared Terminals shall be supervised at all times by a manufacturer’s representative,
or an installer who has been trained and certified by the manufacturer. A copy of the
installer’s certification shall be provided to the Engineer prior to installation. Assembly
and installation shall be in accordance with the manufacturer’s recommendations.
8-11.3(1)E Plans
The Contractor shall submit for approval of the Engineer such additional detailed
plans and shop drawings of rail punching, fittings, and assemblies as may be required by
the Engineer.
8-11.3(2) Guardrail Construction Exposed to Traffic
Any section of beam guardrail that is removed for modification shall be back in
place within 5-calendar days of the date the guardrail is removed.
The Contractor’s operations shall be conducted in such a manner that fixed objects
and beam guardrail posts shall be protected from traffic at all times by attachment of the
rail elements and all associated hardware or by a method approved by the Engineer.
At the end of each day, guardrail sections having an exposed end toward oncoming
traffic shall have a Type G terminal end section bolted securely in place.
8-11.3(3) Access control Gates
Access control gates shall be placed to line and grade as shown in the Plans or as
staked. After the posts have been set, the holes shall be backfilled with suitable material
and the material thoroughly tamped.
8-11.3(4) Removing Guardrail and Guardrail Anchor
Removal of the various types of guardrail shall include removal of the rail, cable
elements, hardware, and posts, including transition sections, expansion sections and
terminal sections. Removal of the various types of guardrail anchors shall include
removal of the anchor assembly in its entirety, including concrete bases, rebar, and
steel tubes and any other appurtenances in the anchor assembly. All holes resulting
from the removal of the guardrail posts and anchors shall be backfilled with granular
material in layers no more than 6-inches thick and compacted to a density similar to
that of the adjacent material. The removed guardrail items shall become the property of
the Contractor.
2010 Standard Specifications M 41-10 Page 8-45
GuARDRAIl 8-11
The embedded anchors attaching guardrail posts and guardrail terminal sections
specified for removal to existing concrete Structures shall be removed a minimum of
1-inch beneath the existing concrete surface. The void left by removal of the embedded
anchors shall be coated with epoxy bonding agent and filled with mortar conforming
to Section 9-20.4(2). The epoxy bonding agent shall be Type II, conforming to
Section 9-26.1, with the grade and class as recommended by the epoxy bonding agent
manufacturer and as approved by the Engineer. The mortar shall consist of cement and
fine aggregate mixed in the proportions to match the color of the existing concrete surface
as near as practicable.
8-11.3(5) Raising Guardrail
For raising guardrail anchors and raising guardrail terminals, the existing guardrail
posts shall be raised to attain the guardrail height shown in the Plans, measured from the
top of the rail to the finished Shoulder surface. The material around each post shall be
tamped to prevent settlement of the raised post.
For raising all other guardrail, the existing guardrail posts shall not be raised to
attain the new mounting height. The existing rail elements and blocks shall be removed
from the guardrail post. The Contractor shall field drill new ¾-inch diameter holes in the
existing posts to accommodate the ⅝-inch diameter button head bolts. When existing
guardrail posts are galvanized steel, the new drill holes shall be painted with 2 coats of
paint, conforming to Section 9-08.1(2)B. The Contractor shall then reinstall the guardrail
block and rail element at the new mounting height shown in the Plans, measured from the
top of the rail to the finished Shoulder surface. The new position of the top of the block
shall not be more than 4-inches above the top of the guardrail post
The Contractor shall remove and replace any existing guardrail posts and blocks that
are not suited for re-use, as staked by the Engineer. The void caused by the removal of
the post shall be backfilled and compacted. The Contractor shall then furnish and install
a new guardrail post to provide the necessary mounting height.
8-11.4 Measurement
Measurement of beam guardrail and beam guardrail with long posts will be by
the linear foot measured along the line of the completed guardrail, including expansion
section, and will also include the end section for F connections.
Measurement of beam guardrail transition sections will be per each for the
type of transition section installed. End sections, except for F connections, will be
considered part of the transition section and will be included in the measurement of the
transition section.
Measurement of beam guardrail _____ terminal and beam guardrail buried terminal
Type 1 will be per each for the completed terminal.
Measurement of beam guardrail buried terminal Type 2 will be per linear foot for the
completed terminal.
Measurement of beam guardrail placement-25-foot span will be per each for the
completed span.
Measurement of beam guardrail anchors of the type specified will be per each for the
completed anchor, including the attachment of the anchor to the guardrail.
Access control gates will be measured per each.
Measurement of removal of guardrail will be by the linear foot measured along
the line of guardrail removed including transition sections, expansion sections, and
terminal sections.
Measurement of removal of guardrail anchors will be per each.
Measurement of raising beam guardrail and removing and resetting beam guardrail
will be by the linear foot measured along the line of guardrail actually raised or removed
Page 8-46 2010 Standard Specifications M 41-10
8-11 GuARDRAIl
and reset. This will include transition sections, expansion sections, anchors, and terminal
sections.
Measurement of beam guardrail post used for raising beam guardrail will be
per each.
Measurement of beam guardrail blocks used for raising beam guardrail will be
per each.
8-11.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal:
“Beam Guardrail Type ____”, per linear foot.
“Beam Guardrail Type 1- ____ Ft. Long Post”, per linear foot.
“Beam Guardrail Type 31-____ Ft. Long Post”, per linear foot.
“Weathering St. Beam Guardrail Type ____”, per linear foot.
The unit Contract price per linear foot for “Beam Guardrail Type____”, “Beam
Guardrail Type 1-____ Ft. Long Post”, “Beam Guardrail Type 31-____ Ft. Long Post”, or
“Weathering St. Beam Guardrail Type ____” shall include all CRT posts, additional rail
elements when nested rail is required, and connection to concrete masonry Structures.
“Beam Guardrail Anchor Type ____”, per each.
“Beam Guardrail Transition Section Type ____”, per each.
The unit Contract price per each for “Beam Guardrail Transition Section Type ____”
shall include posts, end sections, and connection to masonry Structures.
“Beam Guardrail ____ Terminal”, per each.
“Beam Guardrail Buried Terminal Type 1”, per each.
“Beam Guardrail Buried Terminal Type 2”, per linear foot.
The unit Contract price for “Beam Guardrail ___ Terminal”, “Beam Guardrail
Buried Terminal Type 1” and “Beam Guardrail Buried Terminal Type 2” shall include the
posts, rail, end section, and anchor.
“Beam Guardrail Placement - 25’ Span”, per each.
The unit Contract price per each for “Beam Guardrail Placement - 25’ Span”,
shall include all CRT posts, Type 1 guardrail posts and blocks and all nested w-beam
rail elements.
“Access Control Gate”, per each.
“Removing and Resetting Beam Guardrail”, per linear foot.
“Raising Existing Beam Guardrail”, per linear foot.
The unit Contract price per linear foot for “Raising Existing Beam Guardrail”, per
linear foot shall be full pay for raising existing posts, compacting existing material, field
drilling existing posts, raising guardrail and blocks, furnishing and installing new bolts,
painting galvanized steel posts with galvanizing paint, and replacing any hardware that is
damaged or missing but is required to provide a complete installation.
“Removing Guardrail”, per linear foot.
“Removing Guardrail Anchor”, per each.
“Beam Guardrail Post”, per each.
The unit Contract price per each for “Beam Guardrail Post” shall include furnishing
and installing the new post, removal and disposal of the existing post, and backfilling and
compacting the void created by the post removal.
“Beam Guardrail Block”, per each.
The unit Contract price per each for “Beam Guardrail Block” shall include
furnishing and installing the new block, and removal and disposal of the existing block.
2010 Standard Specifications M 41-10 Page 8-47
chAIN lINk FENcE AND WIRE FENcE 8-12
8-12 chAIN lINk FENcE AND WIRE FENcE
8-12.1 Description
This Work consists of furnishing and constructing chain link fence and wire fence
of the types specified in accordance with the Plans, these Specifications, and the Standard
Plans at the locations shown in the Plans and in conformity with the lines as staked.
Chain link fence shall be of diamond woven wire mesh mounted on steel posts.
Wire fence shall be of barbed wire or barbed wire combined with wire mesh
fastened to posts. Steel posts and steel braces, or wood posts and wood braces may be
used, provided only 1 type shall be selected for use in any Contract.
Gates shall consist of a steel frame or frames covered with chain link or wire mesh.
8-12.2 Materials
Materials shall meet the requirements of the following sections:
Concrete 6-02
Chain Link Fence and Gates 9-16.1
Wire Fence and Gates 9-16.2
Grout 9-20.3
8-12.3 construction Requirements
Clearing of the fence line will be required. Clearing shall consist of the removal
and disposal of all trees, brush, logs, upturned stumps, roots of down trees, rubbish, and
debris.
For chain link type fences, the clearing width shall be approximately 10-feet. For
wire type fences, the clearing width shall be approximately 3-feet. Grubbing will not be
required except where short and abrupt changes in the ground contour will necessitate
removal of stumps in order to properly grade the fence line. All stumps within the
clearing limits shall be removed or close cut.
Grading of the fence line sufficient to prevent short and abrupt breaks in the ground
contour that will improve the aesthetic appearance of the top of the fencing when
installed shall be required. It is expected that in the performance of this Work, machine
operations will be required for chain link fencing, and handwork will be required for wire
fencing except where sufficient width exists for machine work.
The fence shall be constructed close to and inside the Right of Way line unless
otherwise directed by the Engineer or shown in the Plans. Deviations in alignment to miss
obstacles will be permitted only when approved by the Engineer and only when such
deviation will not be visible to the traveling public or adjacent property owners.
8-12.3(1) chain link Fence and Gates
8-12.3(1)A Posts
Posts shall be placed in a vertical position and, except where otherwise directed by
the Engineer, shall be spaced at 10-foot centers. Spacing will be measured parallel to the
slope of the ground.
All posts, except line posts for Type 3 and Type 4 fences, shall be set in concrete to
the dimensions shown in the Plans. All concrete footings shall be crowned so as to shed
water. Line posts on Type 3 and Type 4 fences shall be set in undisturbed earth either by
driving or drilling, except as specified. Driving shall be accomplished in such a manner
as not to damage the post. Voids around the post shall be backfilled with suitable material
and thoroughly tamped.
Concrete footings shall be constructed to embed the line posts on Type 3 and Type 4
fences at grade depressions where the tension on the fence will tend to pull the post from
the ground.
Page 8-48 2010 Standard Specifications M 41-10
8-12 chAIN lINk FENcE AND WIRE FENcE
Where solid rock is encountered without an overburden of soil, line posts shall be
set a minimum depth of 14-inches, and end, corner, gate, brace, and pull posts a minimum
of 20-inches into the solid rock. The holes shall have a minimum width 1-inch greater
than the largest dimension of the post section to be set. The posts shall be cut before
installation to lengths that will give the required length of post above ground, or if the
Contractor so elects, an even length of post set at a greater depth into the solid rock may
be used.
After the post is set and plumbed, the hole shall be filled with grout, conforming to
Section 9-20.3(4), consisting of 1 part Portland cement and 3 parts clean, well graded
sand. The grout shall be thoroughly worked into the hole so as to leave no voids. The
grout shall be crowned to carry water from the post.
Where solid rock is covered by an overburden of soil or loose rock, the posts shall
be set to the full depth shown in the Plans unless penetration into solid rock reaches
the minimum depths specified above, in which case the depth of penetration may be
terminated. Concrete footings shall be constructed from the solid rock to the top of the
ground. Grouting will be required on the portion of the post in solid rock.
Pull posts shall be spaced at 1,000-foot maximum intervals for Type 1, 3, and
6 fence, and at 500-foot maximum intervals for Type 4 fence.
Gate and pull posts shall be braced to the adjacent brace, end, or corner post(s) in the
manner shown in the Plans. Changes in line amounting to 2-foot tangent offset or more
between posts shall be considered as corners for all types of fence.
Steep slopes or abrupt topography may require changes in various elements of the
fence. It will be the responsibility of the Contractor to provide all posts of sufficient
length to accommodate the chain link fabric and ornamental tops adapted to receive the
top rail.
All posts for Types 1 and 6 chain link fence shall be fitted with an approved top cap
designed to fit securely over the post to support the top rail. All round posts for Types
3 and 4 chain link fence shall have approved top caps fastened securely to the posts.
The base of the top cap fitting for round posts shall feature an apron around the outside
of the posts.
8-12.3(1)B Top Rail
Top rails shall pass through the ornamental tops of the line posts, forming a
continuous brace from end to end of each stretch of fence. Lengths of tubular top rail
shall be joined by sleeve couplings. Top rails shall be securely fastened to terminal posts
by pressed steel fittings or other appropriate means.
8-12.3(1)c Tension Wire and Tension cable
Tension Wires shall be attached to the posts as detailed in the Plans or as approved
by the Engineer.
Tension Cables shall be installed in accordance with Section 8-25.3(5).
8-12.3(1)D chain link Fabric
Attach the chain link fabric after the cables and wires have been properly tensioned
and/or the top rail has been installed.
Chain link fabric on Type 1, 3, 4, and 6 fence shall be placed on the face of the post
away from the Highway, except on horizontal curves where it shall be placed on the side
designated by the Engineer.
Chain link fabric on Type 1, 3, 4, and 6 fences shall be placed approximately 1-inch
above the ground and on a straight grade between posts by excavating high points of
ground. Filling of depressions will be permitted only upon approval of the Engineer.
2010 Standard Specifications M 41-10 Page 8-49
chAIN lINk FENcE AND WIRE FENcE 8-12
The fabric shall be stretched taut and securely fastened to the posts. Fastening to
end, gate, corner, and pull posts shall be with stretcher bars and fabric bands spaced at
intervals of 15-inches or less or by weaving the fabric into the fastening loops of roll
formed posts. Fastening to posts shall be with tie wire, metal bands, or other approved
method attached at 14-inch intervals. The top and bottom edge of the fabric shall be
fastened with tie wires to the top rail and with hog rings to the tension cable or top and
bottom tension wires as may be applicable, spaced at 24-inch intervals.
Rolls of wire fabric shall be joined by weaving a single strand into the ends of the
rolls to form a continuous mesh.
8-12.3(1)E chain link Gates
Chain link fabric shall be fastened to the end bars of the gate frame by stretcher bars
and fabric bands and to the top and bottom bars of the gate frames by tie wires in the
same manner as specified for the chain link fence fabric, or by other standard methods if
approved by the Engineer.
Welded connections on gate frames where the galvanized coating has been burned
shall be thoroughly cleaned by wire brushing and all traces of the welding flux and loose
or cracked galvanizing removed. The clean areas shall then be painted with 2 coats of
paint, conforming to Section 9-08.1(2)B.
The drop bar locking device for the wire gates shall be provided with a 12-inch
round by 18-inch deep footing of commercial concrete, crowned at the top and provided
with a hole to receive the locking bar. The depth of the penetration of the locking bar into
the footing shall be as specified by the manufacturer of the locking device.
8-12.3(2) Wire Fence and Gates
8-12.3(2)A Posts
Line posts shall be spaced at intervals not to exceed 14-feet. All intervals shall
be measured center to center of posts. In general, in determining the spacing of posts,
measurements will be made parallel to the slope of the existing ground, and all posts shall
be placed in a vertical position except where otherwise directed by the Engineer.
Line posts may be driven in place provided the method of driving does not damage
the post. Steel corner, gate, and pull posts shall be set in commercial concrete footings
to the dimensions shown in the Plans and crowned at the top to shed water.
Concrete footings shall be constructed to embed the lower part of steel line posts,
and wood anchors shall be placed on wood posts at grade depressions wherever the
tension on the line wires will tend to pull the post from the ground. The concrete footings
shall be 3-feet deep by 12-inches in diameter and crowned at the top.
Where solid rock is encountered without an overburden of soil, line posts shall be
set a minimum depth of 14-inches and end, corner, gate, and pull posts a minimum depth
of 20-inches into the solid rock. The hole shall have a minimum dimension 1-inch greater
than the largest dimension of the post section to be set. The posts shall be cut before
installation to lengths that will give 4½-feet of post above ground, or if the Contractor so
elects, 6-foot posts set 18-inches into the solid rock may be used.
After the post is set and plumbed, the hole shall be filled with grout consisting of
1 part Portland cement and 3 parts clean, well graded sand. The grout shall be thoroughly
worked into the hole so as to leave no voids. The grout shall be crowned to carry water
away from the post. Where posts are set in the above manner, anchor plates and concrete
footings will not be required.
Page 8-50 2010 Standard Specifications M 41-10
8-12 chAIN lINk FENcE AND WIRE FENcE
Where solid rock is covered by an overburden of soil or loose rock, the posts
shall be set to the full depth of 2½-feet unless the penetration into solid rock reaches
the minimum depths specified above, in which case the depth of penetration may be
terminated. When the depth of the overburden is greater than 12-inches, anchor plates
will be required on the steel line posts, and concrete footings shall be constructed from
the solid rock to the top of the ground on steel end, gate, corner, and pull posts. When the
depth of overburden is 12-inches or less, anchor plates and concrete footings will not be
required. Grouting will be required on the portion of the post in solid rock.
Steel braces shall be anchored to soil or loose rock with a commercial concrete
footing not less than 18-inches on any 1 side and set in solid rock to a minimum depth of
10-inches in the same manner as specified above for posts. The braces shall be set on the
diagonal as shown in the Plans and connected to the post with an approved connection.
Wood braces shall be dapped ¼-inch into the posts and shall be fastened to each post
with three 20d galvanized nails.
Wire braces shall consist of a 9-gage wire passed around the wood posts to form
a double wire. The wire shall be fastened to each post with 2 staples and fastened together
to form a continuous wire. The wires shall then be twisted together until the wire is
in tension.
Where the new fence joins an existing fence, the 2 shall be attached in a manner
satisfactory to the Engineer, end or corner posts being set as necessary.
Pull posts shall be spaced not more than 1,000-feet apart, but spacing shall be such
as to use standard rolls of wire mesh with a minimum of cutting and waste.
Changes in alignment of 30-degrees or more shall be considered as corners, and
corner posts shall be installed. Where it is deemed by the Engineer that a change in
alignment of less than 30-degrees will materially lessen the strength of the fence, the
line post at the angle shall be supported by the addition of braces or wires in a manner
satisfactory to the Engineer.
8-12.3(2)B Barbed Wire and Wire Mesh
After the pull posts have been placed and securely braced, the barbed wire and mesh
shall be pulled taut to the satisfaction of the Engineer, and each longitudinal wire shall be
cut and securely fastened to the pull post with devices customarily used for the purpose.
Wire or mesh shall not be carried past a pull post, but shall be cut and fastened to the pull
post independently for the adjacent spans.
After the tensioning of the wire or mesh between 2 pull posts, all longitudinal wires
shall be properly fastened at proper height to each intervening line post.
Wire mesh and barbed wire shall be placed on the face of the post which is away
from the highway, except that on horizontal curves, the mesh and wires shall be fastened
to the face on the outside of the curve unless otherwise directed by the Engineer.
Where unusual ground depressions occur between posts, the fence shall be guyed to
the ground by means of a 9-gage galvanized wire attached to a deadman of approximately
100-pounds buried 2-feet in the ground. The guy wire shall be securely attached to each
strand of barbed wire and to the top and bottom wires of the wire mesh fabric in a manner
to maintain the entire fence in its normal shape. If necessary to guy the fence in solid
rock, the guy wire shall be grouted in a hole 2-inches in diameter and 10-inches deep.
The operation of guying shall leave the fence snug with the ground.
2010 Standard Specifications M 41-10 Page 8-51
chAIN lINk FENcE AND WIRE FENcE 8-12
8-12.3(2)c Vertical cinch Stays
Vertical cinch stays shall be installed midway between posts on both types of fence.
The wire shall be twisted in such a manner as to permit weaving into the horizontal fence
wires to provide rigid spacing. All barbed wires and the top, middle, and bottom wire of
the wire mesh shall be woven into the stay.
8-12.3(2)D Wire Gates
The wire mesh fabric shall be taut and securely tied to the frame and stays in
accordance with recognized standard practice for wire gate construction.
Welded connections on gate frames shall be treated as specified for chain link
fence gates.
The drop bar locking device for double wire gates shall be provided with a footing
of commercial concrete 12-inches in diameter and 12-inches deep, crowned on top and
provided with a hole to receive the locking bar. The diameter and depth of the hole in the
footing shall be as specified by the manufacturer of the locking device.
8-12.4 Measurement
Chain link fence and wire fence will be measured by the linear foot of completed
fence, along the ground line, exclusive of openings.
End, gate, corner, and pull posts for chain link fence will be measured per each for
the posts furnished and installed complete in place.
Gates will be measured by the unit for each type of gate furnished and installed.
8-12.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal:
“Chain Link Fence Type ____”, per linear foot.
Payment for clearing of fence line for “Chain Link Fence Type ____” shall be in
accordance with Section 2-01.5.
“End, Gate, Corner, and Pull Post for Chain Link Fence”, per each.
“Double 14 Ft. Chain Link Gate”, per each.
“Double 20 Ft. Chain Link Gate”, per each.
“Single 6 Ft. Chain Link Gate”, per each.
“Wire Fence Type ____”, per linear foot.
Payment for clearing of fence line for wire fence shall be in included in the unit
Contract price per foot for “Wire Fence Type ____”.
“Single Wire Gate 14 Ft. Wide”, per each.
“Double Wire Gate 20 Ft. Wide”, per each.
Page 8-52 2010 Standard Specifications M 41-10
8-13 MONuMENT cASES
8-13 MONuMENT cASES
8-13.1 Description
This Work consists of furnishing and placing monument cases and covers, in
accordance with the Standard Plans and these Specifications, in conformity with the lines
and locations shown in the Plans or as staked.
8-13.2 Materials
Materials shall meet the requirements of the following sections:
Concrete 6-02
Monument Cases and Covers 9-22.1
8-13.3 construction Requirements
The concrete base shall be placed on a well compacted foundation. The placing of
the monument case and base shall be performed in a manner that will not disturb the
monument.
The monument case shall be installed by the Contractor after the final course of
surfacing has been placed. After the monument case has been in place for a minimum of
3-days, the Roadway surface shall be patched in a workmanlike manner.
When the monument case and cover are placed in cement concrete pavement, the
concrete base will not be required.
The monument will be furnished and set by the Engineer.
8-13.4 Measurement
Measurement of monument case and cover will be by the unit for each monument
case and cover furnished and set.
8-13.5 Payment
Payment will be made in accordance with Section 1-04.1, for the following Bid item
when included in the Proposal:
“Monument Case and Cover”, per each.
2010 Standard Specifications M 41-10 Page 8-53
cEMENT cONcRETE SIDEWAlkS 8-14
8-14 cEMENT cONcRETE SIDEWAlkS
8-14.1 Description
This Work consists of constructing cement concrete sidewalks in accordance with
details shown in the Plans and these Specifications and in conformity to lines and grades
shown in the Plans or as established by the Engineer.
8-14.2 Materials
Materials shall meet the requirements of the following sections:
Portland Cement 9-01
Aggregates 9-03
Premolded Joint Filler 9-04.1
Concrete Curing Materials and Admixtures 9-23
8-14.3 construction Requirements
The concrete in the sidewalks and curb ramps shall be air entrained concrete Class
3000 in accordance with the requirements of Section 6-02.
8-14.3(1) Excavation
Excavation shall be made to the required depth and to a width that will permit the
installation and bracing of the forms. The foundation shall be shaped and compacted to
a firm even surface conforming to the section shown in the Plans. All soft and yielding
material shall be removed and replaced with acceptable material.
8-14.3(2) Forms
Forms shall be of wood or metal and shall extend for the full depth of the concrete.
All forms shall be straight, free from warp, and of sufficient strength to resist the pressure
of the concrete without springing. Bracing and staking of forms shall be such that the
forms remain in both horizontal and vertical alignment until their removal. After the
forms have been set to line and grade, the foundation shall be brought to the grade
required and thoroughly wetted approximately 12-hours before placing the concrete.
8-14.3(3) Placing and Finishing concrete
The concrete shall be placed in the forms and struck off with an approved
straightedge. As soon as the surface can be worked, it shall be troweled smooth with a
steel trowel.
After troweling and before installing the contraction joints or perimeter edging,
the walking surfaces of the sidewalk and curb ramps shall be brushed in a transverse
direction with a stiff bristled broom as shown in the Plans.
Expansion and contraction joints shall be constructed as shown in the Plans. When
the sidewalk abuts a cement concrete curb or curb and gutter, the expansion joints in the
sidewalk shall have the same spacing as the curb. The expansion joint shall be filled to
full cross-section of the sidewalk with ⅜-inch premolded joint filler.
Curb ramps shall be of the type specified in the Plans and shall include the
detectable warning surface. The detectable warning surface shall have the truncated dome
shape shown in the Plans and may be installed using a manufactured material before
or after the concrete has cured, or by installing masonry or ceramic tiles. Embossing
or stamping the wet concrete to achieve the truncated dome pattern or using a mold
into which a catalyst hardened material is applied shall not be allowed. Acceptable
manufacturers’ products are shown on the Qualified Products List.
Page 8-54 2010 Standard Specifications M 41-10
8-14 cEMENT cONcRETE SIDEWAlkS
When masonry or ceramic tiles are used to create the detectable warning surface, the
Contractor shall block out the detectable warning surface area to the depth required for
installation of the tiles and finish the construction of the concrete curb ramp. After the
concrete has set and the forms have been removed, the Contractor shall install the tiles
using standard masonry practices.
The 2-foot wide detectable warning surface area on the curb ramp shall be yellow
and shall match Federal Standard 595, color number 33538. When painting the detectable
warning surface is required, paint shall conform to Section 9-34.2(1).
8-14.3(4) curing
Concrete sidewalks shall be cured for at least 72-hours. Curing shall be by means
of moist burlap or quilted blankets or other approved methods. During the curing period,
all traffic, both pedestrian and vehicular, shall be excluded. Vehicular traffic shall be
excluded for such additional time as the Engineer may specify.
8-14.3(5) curb Ramp Detectable Warning Surface Retrofit
Where shown in the Plans, the Contractor shall retrofit existing cement concrete
curb ramps by installing a detectable warning surface having the truncated dome shape
shown in the Plans. The detectable warning surface shall be the width of the curb ramp
and cover the bottom 2-feet of the curb ramp. The truncated dome pattern shall be
perpendicular to the long axis of the curb ramp.
The Contractor shall use 1 of the detectable warning surface products listed in the
Qualified Products List or submit another manufacturer’s product for approval by the
Engineer. The detectable warning surface shall be capable of being bonded to an existing
cement concrete surface. The surface of the detectable warning surface, excluding the
domes, shall not be more than ⅜-inch above the surface of the concrete after installation.
8-14.4 Measurement
Cement concrete sidewalks will be measured by the square yard of finished surface
and will not include the surface area of the curb ramps. Measurement of curb ramps will
be by the unit for each complete curb ramp type.
Curb ramp detectable warning surface retrofit will be measured by the square foot of
truncated dome material installed on the existing curb ramp.
8-14.5 Payment
Payment will be made in accordance with Section 1-04.1, for the following Bid
items when included in the Proposal:
“Cement Conc. Sidewalk”, per square yard.
“Cement Conc. Sidewalk with Raised Edge”, per square yard.
“Monolithic Cement Conc. Curb and Sidewalk”, per square yard.
“Cement Conc. Curb Ramp Type ___”, per each
Payment for excavation of material not related to the construction of the sidewalk
but necessary before the sidewalk can be placed, when and if shown in the Plans, will
be made in accordance with the provisions of Section 2-03. Otherwise, the Contractor
shall make all excavations including haul and disposal, regardless of the depth required
for constructing the sidewalk and curb ramps to the lines and grades shown, and shall
include all costs thereof in the unit Contract price per square yard for “Cement Conc.
Sidewalk”, “Cement Conc. Sidewalk with Raised Edge”, “Monolithic Cement Conc.
Curb and Sidewalk”, or the unit contract price per each for “Cement Concrete Curb Ramp
Type ___”.
“Curb Ramp Detectable Warning Surface Retrofit”, per square foot.
2010 Standard Specifications M 41-10 Page 8-55
RIPRAP 8-15
8-15 RIPRAP
8-15.1 Description
This Work consists of furnishing and placing riprap protection of the type specified
at the locations and in conformity with the lines and dimensions shown in the Plans or
established by the Engineer.
Riprap will be classified as heavy loose riprap, light loose riprap, hand placed riprap,
and sack riprap.
8-15.2 Materials
Materials shall meet the requirements of the following sections:
Filter Blanket ____ (shall meet the gradation
requirements for Permeable Ballast) 9-03.9(2)
Gravel Backfill for Drains 9-03.12(4)
Heavy Loose Riprap 9-13.1(1)
Light Loose Riprap 9-13.1(2)
Hand Placed Riprap 9-13.2
Sack Riprap 9-13.3
Quarry Spalls 9-13.6
8-15.3 construction Requirements
8-15.3(1) Excavation for Riprap
The foundation for riprap shall be excavated below probable scour or to the
elevation shown in the Plans, and no stone shall be laid or concrete placed until the
footing is approved by the Engineer. Excavation below the level of the intersection of
the slope to be protected and the adjacent original ground or the channel floor or slope
shall be classified, measured, and paid for as channel excavation or ditch excavation in
accordance with Section 2-03. All excavation or backfill above the level of the above
described intersection and all dressing of the slope to be protected shall be included in the
Contract price for the class of riprap to be placed. Before placing riprap, the slopes shall
be dressed to the lines and grades as staked.
8-15.3(2) loose Riprap
Loose riprap shall be placed in such a manner that all relatively large stones shall
be essentially in contact with each other, and all voids filled with the finer materials to
provide a well graded compact mass. The stone shall be dumped on the slope in a manner
that will ensure the riprap attains its specified thickness in 1 operation. When dumping or
placing, care shall be used to avoid disturbing the underlying material. Placing in layers
parallel to the slope will not be permitted. A 12-inch tolerance for loose riprap will be
allowed from slope plane and grade line in the finished surface.
8-15.3(3) hand Placed Riprap
The stones shall be laid by hand on prepared slopes to such thickness as may be
ordered by the Engineer. The riprap shall be started at the toe of the embankment by
digging a trench and placing a course of the largest stones therein. Each stone shall be
placed so that it shall rest on the slope of the embankment and not wholly on the stone
below, and it shall be thoroughly tamped or driven into place. The exposed face of all
hand placed riprap shall be made as smooth as the shape and size of the stones will permit
and shall not vary more than 3-inches from a plane surface on the required slope.
Page 8-56 2010 Standard Specifications M 41-10
8-15 RIPRAP
8-15.3(4) Sack Riprap
Sack riprap conforming to the requirements of Section 9-13.3 shall be deposited in
the trench and on the slope of the embankment to be protected in accordance with the
Plans or as ordered by the Engineer in accordance with Section 1-04.4.
The concrete shall be placed in the sacks to a uniform volume leaving sufficient
room for effectively tying the sacks. The sacks shall then be placed in longitudinal rows
in the trench and on the slope to lie parallel with the slope. In placing the sacks on the
slope, their outside faces shall be laid against a heavy timber header or screed so that each
layer will be true to line and grade. The tied end of the sack shall be turned under and the
sack firmly pressed into place against the header or screed. Sacks in the longitudinal rows
shall be placed with the bottom of 1 sack adjacent to the top of the next sack. Joints shall
be staggered in succeeding rows. Sack riprap shall not be placed in freezing weather, and
Work damaged by frost shall be removed and replaced at the Contractor’s expense.
8-15.3(5) Vacant
8-15.3(6) Quarry Spalls
Quarry spalls shall be placed in ditches and on slopes to be protected, in accordance
with the Plans or as staked by the Engineer. After placement, the quarry spalls shall be
compacted to be uniformly dense and unyielding.
8-15.3(7) Filter Blanket
When required, a filter blanket shall be placed on the prepared slope or area to the
full thickness specified in the Plans using methods which will not cause segregation of
particle sizes within the bedding. The surface of the finished layer shall be even and free
from mounds or windrows. Additional layers of filter material, when required, shall be
placed using methods that will not cause mixing of the materials in the different layers.
8-15.4 Measurement
Loose riprap will be measured by the ton or per cubic yard of riprap actually placed.
Hand placed riprap will be measured by the cubic yard of riprap actually placed.
Filter blanket will be measured by the ton or cubic yard of filter blanket actually
placed.
Sack riprap will be measured by the cubic yard. The number of cubic yards of sack
riprap placed shall be computed from the number of sacks of cement actually used in
the concrete mix and the yield per batch of concrete as determined by the Engineer from
actual predetermined measurement.
Quarry spalls will be measured by the ton or per cubic yard of spalls actually placed.
Channel excavation will be measured by the cubic yard as specified in Section 2-03.
Ditch excavation will be measured by the cubic yard as specified in Section 2-03.
Excavation for toe walls and trenches will be measured by the cubic yard as ditch
excavation in accordance with the provisions of Section 2-03.
2010 Standard Specifications M 41-10 Page 8-57
RIPRAP 8-15
8-15.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal:
“Heavy Loose Riprap”, per ton or per cubic yard.
“Light Loose Riprap”, per ton or per cubic yard.
“Hand Placed Riprap”, per cubic yard.
“Sack Riprap”, per cubic yard.
The unit Contract price per ton or per cubic yard for the class or kind of riprap
specified above shall be full pay for furnishing all labor, tools, equipment, and materials
required to construct the riprap protection, except for excavation. When it is necessary to
dump and sort individual loads, payment will be made only for that portion accepted by
the Engineer.
“Quarry Spalls”, per ton or per cubic yard.
The unit Contract price per ton or per cubic yard for “Quarry Spalls” shall be full
pay for all costs in furnishing, placing, and compacting spalls.
“Ditch Excavation”, per cubic yard.
“Filter Blanket”, per cubic yard or per ton.
The unit price for “Filter Blanket” shall be full payment for all costs incurred to
perform the work in Section 8-15.3(7).
“Channel Excavation”, per cubic yard.
“Channel Excavation Incl. Haul”, per cubic yard.
“Ditch Excavation Incl. Haul”, per cubic yard.
Payment for “Channel Excavation”, “Channel Excavation Incl. Haul”, “Ditch
Excavation” and “Ditch Excavation Incl. Haul” is described in Section 2-03.5.
Page 8-58 2010 Standard Specifications M 41-10
8-16 cONcRETE SlOPE PROTEcTION
8-16 cONcRETE SlOPE PROTEcTION
8-16.1 Description
This Work consists of constructing concrete slope protection, in accordance with
these Specifications and the details shown in the Plans, at the locations and in conformity
with the lines, grades, and dimensions as staked.
Concrete slope protection shall consist of reinforced cement concrete poured
or pneumatically placed upon the slope with a rustication joint pattern or semi-open
concrete masonry units placed upon the slope closely adjoining each other.
8-16.2 Materials
Materials shall meet the requirements of the following sections:
commercial Concrete 6-02.3(2)B
Concrete Slope Protection 9-13.5
Semi-Open Concrete Masonry Units Slope Protection 9-13.5(1)
Poured Portland Cement Concrete Slope Protection 9-13.5(2)
Pneumatically Placed Portland Cement Concrete
Slope Protection 9-13.5(3)
8-16.3 construction Requirements
8-16.3(1) Footing and Preparation of Slope
The footing for the slope protection shall be constructed in accordance with Sections
2-09 and 6-02.
The construction of the footing will be incidental to the slope protection, and no
separate measurement or payment will be made.
The surface on which application is to be made shall be thoroughly compacted and
neatly trimmed to line and grade as necessary to conform to the detail in the Plans.
8-16.3(2) Placing Semi-Open concrete Masonry units
The concrete masonry units shall be placed in a uniform plane and in such a manner
that they rest firmly and evenly against the slope with no rocking. The concrete masonry
units shall be placed in horizontal parallel courses, and successive courses shall break
joints with the preceding course to form a running bond.
8-16.3(3) Poured in Place cement concrete
The wire mesh shall lap a minimum of 1 mesh spacing, and laps shall be securely
fastened at the ends. During the placement of the concrete, the reinforcement shall be
held so as to provide a minimum of 1¼-inch of cover.
Where commercial concrete is to be placed upon the slope, the method of depositing
and compacting shall result in a compact, dense, and impervious concrete which will
show a uniform plane surface.
The newly constructed concrete shall be finished by means of a wood float and shall
be striated with a rustication joint as shown in the Plans.
Curing shall be performed in accordance with Section 5-05.3(13).
2010 Standard Specifications M 41-10 Page 8-59
cONcRETE SlOPE PROTEcTION 8-16
8-16.3(4) Pneumatically Placed concrete
Workers. Only workers experienced in pneumatically placed concrete shall
be employed; and satisfactory evidence of such experience shall be furnished when
requested by the Engineer.
Equipment. The Contractor shall furnish the Engineer with 2 copies of the
manufacturer’s Specifications and operating instructions for the equipment used. Before
placement of any portion of the slope protection, the type of equipment and method of
operation shall be approved by the Engineer.
Proportions of Materials. The sand/cement ratio shall be 4½-parts sand to 1 part
cement based on loose dry volume.
Water shall be maintained at a constant pressure that shall be at least 15-PSI above
atmospheric pressure at the nozzle. For lengths of hose up to 100-feet, pneumatic
pressure at the gun shall be 45-PSI or greater. Pressure shall be increased 5-PSI for each
additional 5-feet of hose required. A steady pressure shall be maintained.
Method of Application. Portland cement and sand shall be mixed dry, passed
through a cement gun and conveyed by air through a flexible tube, hydrated at a nozzle
at the end of the flexible tube, and deposited in place by air pressure.
All surfaces are to be wetted, but application shall not be made on any surface on
which free water exists.
Reinforcement. The wire mesh shall lap a minimum of 1 mesh spacing, and
laps shall be securely fastened at the ends. During the placement of the concrete, the
reinforcement shall be held so as to provide a minimum of 1¾-inch of cover at the recess.
Finishing. The newly constructed concrete shall be finished by means of a wood
float and shall be striated with a rustication joint as shown in the Plans.
curing. Curing shall be in accordance with Section 5-05.3(13).
Protection of Facilities. During the construction, the Contractor shall protect all
retaining walls, columns and Structures from concrete splash or overspray. Suitable
covering shall be provided if such protection is deemed necessary by the Engineer.
Test cylinders. Two test cylinders shall be made for each full day’s operation.
The Contractor shall furnish cylinders 6-inches in diameter and 12-inches high made
of ¾-inch mesh hardware cloth. The test cylinder shall be filled with concrete by utilizing
the same pneumatic application described above.
The cylinders shall develop a minimum compressive strength of 3,000-PSI at the
age of 28-days.
8-16.4 Measurement
Measurement for concrete slope protection will be by the square yard and will
include the actual area of the slope covered excluding the footings. The area will be
computed on the basis of slope measurements.
8-16.5 Payment
Payment will be made in accordance with Section 1-04.1, for the following Bid item
when included in the Proposal:
“Conc. Slope Protection”, per square yard.
Page 8-60 2010 Standard Specifications M 41-10
8-17 IMPAcT ATTENuATOR SySTEMS
8-17 IMPAcT ATTENuATOR SySTEMS
8-17.1 Description
This Work consists of furnishing, constructing, repairing, and removing permanent
and temporary impact attenuator systems selected from the approved list shown in
the Plans.
8-17.2 Materials
Sand for inertial barrier systems shall not contain more than 5-percent water by
weight. Commercial grade urea shall be thoroughly mixed with the sand in an amount
equal to 5-percent, by weight, of the sand.
Undamaged sand barrel impact attenuators that have been previously utilized may
be utilized in a temporary impact attenuator array only, if inspected and approved by the
Engineer prior to use.
8-17.3 construction Requirements
The assembly and installation of all attenuator systems, except those utilizing sand
barrels, shall be supervised at all times by either a manufacturer’s representative or an
installer who has been trained and certified by the manufacturer of the system. If the
supervision is provided by a trained installer, a copy of the installer certification shall be
provided to the Engineer prior to installation.
Assembly and installation shall be in accordance with the manufacturer’s
recommendations. This Work shall include the connection to a concrete barrier, bridge
abutment or a transition section identified in the Plans, construction of a steel reinforced
concrete pad or concrete backup, and anchorage to the pavement, if required by the
manufacturer’s assembly and installation procedures.
The Contractor shall have a complete set of replacement parts on the jobsite for each
type of temporary impact attenuator in use on the project and shall repair all damaged
impact attenuators immediately.
When the Engineer determines that a temporary impact attenuator is no longer
needed, then the Contractor shall remove that attenuator from the project. The removed
equipment shall remain the property of the Contractor.
8-17.4 Measurement
Temporary and permanent impact attenuators will be measured per each for each
installation.
Resetting impact attenuators will be measured per each for each installation
that is adjusted or reset to a new location on the project. The Contracting Agency
will not measure resetting impact attenuators when it is for the benefit of the
Contractor’s operations.
2010 Standard Specifications M 41-10 Page 8-61
IMPAcT ATTENuATOR SySTEMS 8-17
8-17.5 Payment
Payment will be made in accordance with Section 1-04.1, for the following Bid
items when they are included in the Proposal:
“Temporary Impact Attenuator”, per each.
The unit Contract price for “Temporary Impact Attenuator” shall be full pay for
all Work associated with the installation, maintenance, and the final removal of the
temporary impact attenuator.
“Permanent Impact Attenuator”, per each.
The unit Contract price for “Permanent Impact Attenuator” shall be full pay for all
Work associated with furnishing, installing and all other costs involved with installing the
impact attenuator in accordance with the manufacturer’s recommendations.
“Resetting Impact Attenuator”, per each.
The unit Contract price for “Resetting Impact Attenuator” shall be full pay for all
Work associated with the removing, transporting, and resetting an impact attenuator.
If an impact attenuator is damaged, it will be repaired in accordance with Section
1-07.13(4) under the Bid item “Reimbursement For Third Party Damage”. No payment
will be made for repair of impact attenuators damaged by the Contractor’s operations.
Page 8-62 2010 Standard Specifications M 41-10
8-18 MAIlBOx SuPPORT
8-18 MAIlBOx SuPPORT
8-18.1 Description
This Work consists of removing, maintaining in temporary locations during
construction, and reinstalling in permanent locations, all mailboxes affected by
Construction work in accordance with the Plans, these Specifications, and the
Standard Plans.
8-18.2 Materials
Materials shall meet the requirements of the following sections:
Steel Posts 9-32.1
Bracket, Platform, and Anti-Twist Plate 9-32.2
Type 2 Mailbox Support 9-32.7
Timber Sign Posts 9-28.14(1)
Fasteners 9-32.5
Snow Guard 9-32.6
Concrete Base 9-32.8
Steel pipe 9-32.9
U-Channel Post 9-32.10
Mailboxes will be furnished by others.
8-18.3 construction Requirements
During construction the mailboxes shall be moved to a temporary location where
their usefulness will not be impaired. The boxes shall be reinstalled at the original
location or at locations determined by the Engineer in accordance with the Standard
Plans.
The existing mailboxes shall be reinstalled on new mailbox supports, in accordance
with the Standard Plans, within 24-hours of being removed. The existing mailbox posts
shall be removed and disposed of off the project site.
Excavation for new mailbox supports shall be backfilled with adjacent native
material and compacted to the satisfaction of the Engineer.
When a newspaper tube is attached to an existing mailbox installation, it shall be
removed and attached under the mailbox on the new support, to the satisfaction of the
Engineer.
8-18.3(1) Type 3 Mailbox Support
The concrete base shall be constructed using commercial concrete, with the pipe set
to the dimensions shown in the Standard Plans. The base shall be crowned so as to shed
water. The concrete may be mixed on the jobsite as specified in Section 6-02.3(4)B.
The U-channel post may be driven in place provided the method of driving does not
damage the post.
With the Engineer’s consent, a Type 3 Mailbox Support design, made of steel or
other durable material, that meets the NCHRP 350 crash test criteria may be used in
place of the design shown in the Standard Plans. In which case, the manufacturer’s
recommendations concerning installation shall be followed; however, the mailbox
itself shall be positioned on the Roadway according to the dimensions shown in the
Standard Plans.
2010 Standard Specifications M 41-10 Page 8-63
MAIlBOx SuPPORT 8-18
8-18.4 Measurement
Mailbox supports will be measured by the unit for each kind of mailbox support
furnished and installed in its permanent location.
8-18.5 Payment
Payment will be made in accordance with Section 1-04.1, for the following Bid item
when it is included in the Proposal:
“Mailbox Support, Type ____”, per each.
All costs for the snow guard shall be included in the unit Contract price per mailbox
support involved.
Page 8-64 2010 Standard Specifications M 41-10
8-19 VAcANT
8-19 VAcANT
2010 Standard Specifications M 41-10 Page 8-65
IlluMINATION, TRAFFIc SIGNAl SySTEMS, AND ElEcTRIcAl 8-20
8-20 IlluMINATION, TRAFFIc SIGNAl SySTEMS, AND ElEcTRIcAl
8-20.1 Description
This Work consists of furnishing, installing and field testing all materials and
equipment necessary to complete in place, fully functional system(s) of any or all of the
following types including modifications to an existing system all in accordance with
approved methods, the Plans, the Special Provisions and these Specifications:
1. Traffic Signal System
2. Illumination System
3. Intelligent Transportation Systems
Unless otherwise noted, the location of signals, controllers, standards, and
appurtenances shown in the Plans are approximate; and the exact location will be
established by the Engineer in the field.
8-20.1(1) Regulations and code
All electrical equipment shall conform to the standards of the National Electrical
Manufacturers Association (NEMA), Electric Utility Service Equipment Requirements
Committee (EUSERC), and California Department of Transportation document entitled
Transportation Electrical Equipment Specifications (TEES). Traffic signal control
equipment shall conform to the Contract and these Standard Specifications: EIA
Electronic Industries Alliance, IEEE Institute of Electrical and Electronics Engineers,
the American Society for Testing and Materials (ASTM), the American Association
of State Highway and Transportation Officials (AASHTO), the American National
Standards Institute (ANSI), whichever is applicable, and to other codes listed herein. In
addition to the requirements of these Specifications, the Plans, and the Special Provisions,
all material and Work shall conform to the requirements of the National Electrical
Code, hereinafter referred to as the Code, and any WACs and local ordinances, which
may apply.
Wherever reference is made in these Specifications or in the Special Provisions to
the Code, the rules, or the standards mentioned above, the reference shall be construed to
mean the code, rule, or standard that is in effect at the date of advertising of the project.
In accordance with RCW 39.06.010, the Contractor need not be registered or
licensed if the Contractor has been prequalified as required by RCW 47.28.070.
Safe wiring labels normally required by the Department of Labor and Industries
will not be required on electrical Work within the Rights-of-Way of Contracting Agency
Highways as allowed in RCW 19.28.141.
Persons performing electrical Work shall be certified in accordance with
RCW 19.28.161. Proof of certification shall be supplied to the Engineer prior to the
performance of the Work.
8-20.1(2) Industry codes and Standards
The following electrical industry codes and standard procedures are listed for
reference purposes:
Air Movement and Control Association (AMCA), 30 West University Dr. Arlington
Heights, Illinois 60004.
American Association of State Highway and Transportation Officials (AASHTO),
444 North Capitol Street N.W., Suite 225, Washington, D.C. 20001.
American National Standards Institute (ANSI), 70 East 45th Street, New York,
New York.
Page 8-66 2010 Standard Specifications M 41-10
8-20 IlluMINATION, TRAFFIc SIGNAl SySTEMS, AND ElEcTRIcAl
American Society for Testing and Materials (ASTM), 1916 Race Street,
Philadelphia, Pennsylvania.
American Wood Preservers’ Association (AWPA), 836 Seventeenth Street,
Washington, D.C.
Bell Company Research and Evaluation (Bellcore) 31220 La Baya DR Westlake
Village CA 91362.
Edison Electric Institute (EEI), 420 Lexington Avenue, New York, New York.
Electronics Industries Alliance (EIA) 101 Pennsylvania Ave. Washington D. C.
Electric Utility Service Equipment Requirements Committee (EUSERC)
Federal Communications Commission (FCC) 445 12th SW Washington D C 20554.
International Municipal Signal Association (IMSA), P.O. Box 539, 1115 North Main
Street, Newark, New York. 14513.
Institute of Electrical and Electronics Engineers (IEEE), 17th Floor, New York,
NY 10016
International Telephony Communications Union (ITU) Place des Nations CH 1211
Geneva 20 Switzerland.
Institute of Transportation Engineers (ITE), 2029 K Street, Washington, D.C.20005.
Insulated Power Cable Engineers’ Association (IPCEA), 283 Valley Road,
Montclair, New Jersey.
National Electrical Manufacturers’ Association (NEMA), 155 East 44th Street,
New York, New York.
National Fire Protection Association - National Electrical Code (NEC), 470 Atlantic
Avenue, Boston, Massachusetts.
National Television Standards Committee (NTSC) 445 12th SW
Washington D.C. 20554.
National Transportation Communications for ITS Protocol (NTCIP).
Rural Utilities Service (RUS) 1400 Independence Ave. Washington D C.
Underwriters’ Laboratories (UL), 207 East Ohio Street, Chicago, Illinois.
8-20.2 Materials
Materials shall meet the requirements of Section 9-29. Unless otherwise indicated in
the Plans or specified in the Special Provisions, all materials shall be new.
Where existing systems are to be modified, the existing material shall be
incorporated in the revised system, salvaged, or abandoned as specified in the Contract
documents, or as ordered by the Engineer.
8-20.2(1) Equipment list and Drawings
Within twenty-days following execution of the Contract, the Contractor shall submit
to the Engineer a completed “Request for Approval of Material” that describes the
material proposed for use to fulfill the Plans and Specifications.
If required to do so, the Contractor shall submit supplemental data, sample articles,
or both, of the material proposed for use. Supplemental data (6 copies required) would
include such items as catalog cuts, product Specifications, shop drawings, wiring
diagrams, etc. Any material purchased or labor performed prior to such approval shall be
at the Contractor’s risk. The Contractor must receive all approvals by the Engineer before
materials will be allowed on the job site.
If the luminaries are not listed in the Qualified Products List, the Contractor shall
submit 6 copies of the following information for each different type of luminaire required
on the Contract:
2010 Standard Specifications M 41-10 Page 8-67
IlluMINATION, TRAFFIc SIGNAl SySTEMS, AND ElEcTRIcAl 8-20
1. Isocandela diagrams showing vertical light distribution, vertical control limits,
and lateral light distribution classification.
2. Details showing the lamp socket positions with respect to lamp and refractor
for each light distribution type. This requires that the State know what the light
pattern available are and the light distribution.
The Contractor shall submit for approval 6 sets of shop drawings for each of the
following types of standards called for on this project:
1. Light standards without pre-approved plans.
2. Signal standards with or without pre-approved plans.
The Contractor will not be required to submit shop drawings for approval for light
standards conforming to the pre-approved plans listed in the Special Provisions.
The Engineer’s approval of any submitted documentation shall in no way relieve the
Contractor from compliance with the safety and performance requirements as specified
herein.
Submittals required shall include but not be limited to the following:
1. A material staging plan, should the Contractor propose Contracting Agency-
owned property for staging areas.
2. A cable vault installation plan showing the exact proposed installation location
by Roadway station, offset and the scheduled sequence for each cable vault
installation.
3. A pit plan, for each boring pit, which bears the seal and signature of a licensed
professional engineer licensed under title 18 RCW, state of Washington,
qualified in civil engineering. The pit plan shall depict the protection of traffic
and pedestrians, pit dimensions, shoring, bracing, struts, walers, sheet piles,
conduit skids and means of attachment, casing type and casing size.
4. The proposed boring plan which bears the seal and signature of a licensed
professional engineer, licensed under title 18 RCW, state of Washington,
qualified in civil engineering. The proposed boring plan shall depict the boring
system and entire support system.
8-20.3 construction Requirements
8-20.3(1) General
All workmanship shall be complete and in accordance with the latest accepted
standards of the industry.
Existing electrical systems, traffic signal or illumination, or approved temporary
replacements, shall be kept in effective operation during the progress of the Work, except
when shutdown is permitted to allow for alterations or final removal of the system.
Illumination system shutdowns shall not interfere with the regular lighting schedule,
unless permitted by the Engineer. The Contractor shall notify the Engineer prior to
performing any Work on existing systems.
Work shall be so scheduled that each electrical system is operational prior to
opening the corresponding section of Roadway to traffic.
Traffic signals shall not be placed in operation for use by the public until all required
channelization, pavement markings, illumination, signs, and sign lights are substantially
complete and operational unless otherwise allowed by the Project Engineer.
The embedded anchors attaching existing electrical, illumination, and traffic
signal systems specified for removal to existing concrete Structures shall be removed a
minimum of 1-inch beneath the existing concrete surface. The void left by removal of
the embedded anchors shall be coated with epoxy bonding agent and filled with mortar
Page 8-68 2010 Standard Specifications M 41-10
8-20 IlluMINATION, TRAFFIc SIGNAl SySTEMS, AND ElEcTRIcAl
conforming to Section 9-20.4(2). The epoxy bonding agent shall be Type II, conforming
to Section 9-26.1, with the grade and class as recommended by the epoxy bonding agent
manufacturer and as approved by the Engineer. The mortar shall consist of cement and
fine aggregate mixed in the proportions to match the color of the existing concrete surface
as near as practicable.
All costs incurred by the Contractor for providing effective operation of existing
electrical systems shall be included in the associated electrical Bid items.
8-20.3(2) Excavating and Backfilling
The excavations required for the installation of conduit, foundations, poles and
other-accessories shall be performed in a manner that prevents damage to the streets,
sidewalks, and other improvements. The trenches shall not be excavated wider than
necessary for the proper installation of the electrical accessories and foundations.
Excavating shall not be performed until immediately before installation of conduit and
other accessories. The material from the excavation shall be placed where the least
interference to vehicular and pedestrian traffic, and to surface drainage, will occur.
All surplus excavated material shall be removed and disposed of by the Contractor
in accordance with Section 2-03, or as ordered by the Engineer in accordance with
Section 1-04.4.
The excavations shall be backfilled in conformance with the requirements of
Section 2-09.3(1)E, Structure Excavation.
At the end of each day’s Work and at all other times when construction operations
are suspended, all equipment and other obstructions shall be removed from that portion
of the Roadway open for use by public traffic.
Excavations in the street or Highway shall be performed in such a manner that
not more than 1 traffic lane is restricted in either direction at any time unless otherwise
approved by the Engineer.
8-20.3(3) Removing and Replacing Improvements
Improvements such as sidewalks, curbs, gutters, Portland cement concrete and hot
mix asphalt pavement, bituminous surfacing, base material, and any other improvements
removed, broken, or damaged by the Contractor, shall be replaced or reconstructed with
the same kind of materials as found on the Work or with other materials satisfactory to
the Engineer.
Whenever a part of a square, slab, or section of existing concrete sidewalk, curb,
gutter or driveway is broken or damaged, the entire square, slab or section, curb, gutter,
driveway shall be removed and the concrete reconstructed as specified above.
The outline of all areas to be removed in Portland cement concrete sidewalks and
pavements and hot mix asphalt pavements shall be cut to a minimum depth of 3-inches
with a saw prior to removing the sidewalk, driveway, slabs and pavement material. The
cut for the remainder of the required depth may be made by a method satisfactory to the
Engineer. Cuts shall be neat and true with no shatter outside the removal area.
8-20.3(4) Foundations
Foundation concrete shall conform to the requirements for the specified class, be
cast-in-place concrete and be constructed in accordance with Section 6-02.2, and 6-02.3.
Concrete for posts, standards, pedestals, and cabinets shall be constructed of concrete
Class 3000. Concrete that will fall 5-feet or more shall be placed using an approved
tremie, except that a tremie will not be required for placing concrete for a standard 3-foot
diameter by 4.5-foot deep luminaire foundation. Steel reinforcing bars for foundations
shall conform to Section 9-07.
2010 Standard Specifications M 41-10 Page 8-69
IlluMINATION, TRAFFIc SIGNAl SySTEMS, AND ElEcTRIcAl 8-20
The bottom of concrete foundations shall rest on firm ground. If the portion of
the foundation beneath the existing ground line is formed or cased instead of being
cast against the existing soil forming the sides of the excavation, then all gaps between
the existing soil and the completed foundation shall be backfilled and compacted in
accordance with Section 2-09.3(1)E.
Foundations shall be cast in 1 operation where practicable. The exposed portions
shall be formed to present a neat appearance.
The top edges of the luminaire foundation, traffic signal standard foundations,
electrical service foundations, traffic signal controller cabinets, Transformer cabinets,
ITS Standards, and ITS cabinets shall have a ¾-inch chamfer on the top edge of the
foundation. Where 1 or more of the above foundations directly abut each other, no
chamfer shall be permitted.
Where soil conditions are poor, the Engineer may order the Contractor to extend the
foundations shown in the Plans to provide additional depth. Such additional Work will be
paid for according to Section 1-04.4.
When slip bases are installed the conduit, anchor bolts, and other obstructions
shall terminate at a height below the elevation of the top of the bottom slip plate. The
galvanized surfaces of the slip plates, the keeper plate and the luminaire base plate
shall be smooth, without irregularities, to reduce friction and to prevent slacking of bolt
tension due to flattening of the irregularities. Slip base luminaire foundations shall have a
maximum conduit size of 1-inch.
Forms shall be true to line and grade. Tops of foundations for posts and standards,
except special foundations, shall be finished to ground line or sidewalk grade, unless
otherwise noted in the Plans.
Forms shall be rigid and securely braced in place. Conduit ends and anchor bolts
shall be plumbed and rigidly placed in proper position and to proper height prior to
placing concrete and shall be held in place by means of a template until the forms
are removed.
Anchor bolts shall be installed so that 2 full threads extend above the top of the top
heavy-hex nut, except that slip base anchor bolt extensions shall conform to the specified
slip base clearance requirements. Anchor bolts shall be installed plumb, plus or minus
1-degree.
See Standard Specifications Section 8-20.3(9) for additional grounding
requirements.
Plumbing of standards shall be accomplished by adjusting leveling nuts. Shims
or other similar devices for plumbing or raking will not be permitted except on power
installed hot dipped galvanized steel luminaire foundations.
The top heavy-hex nuts of light standards and signal standards shall be tightened in
accordance with Section 6-03.3(33), and as follows:
1. The top heavy-hex nuts for all clamping bolts of slip base light standards and
Type RM and FB signal standards, shall be tightened using a torque wrench to
the torque specified in Sections 8-20.3(13)A and 8-20.3(14)E, respectively.
2. The top heavy-hex nuts for all anchor bolts shall be tightened by the Turn-
Of-Nut Tightening Method to minimum rotation of ¼-turn and a maximum
rotation of ⅓-turn past snug tight. Permanent marks shall be set on the base
plate and nuts to indicate nut rotation past snug tight.
Both forms and ground which will be in contact with the concrete shall be
thoroughly moistened before placing concrete; however, excess water in the foundation
excavation will not be permitted. Foundations shall have set at least 72-hours prior to
the removal of the forms. All forms shall be removed, except when the Plans or Special
Provisions specifically allow or require the forms or casing to remain.
Page 8-70 2010 Standard Specifications M 41-10
8-20 IlluMINATION, TRAFFIc SIGNAl SySTEMS, AND ElEcTRIcAl
Class 2 surface finish shall be applied to exposed surfaces of concrete in accordance
with the requirements of Section 6-02.3(14)B.
Where obstructions prevent construction of planned foundations, the Contractor
shall construct an effective foundation satisfactory to the Engineer.
The combined height of the light standard concrete foundation plus the anchor bolt
stub height shall not exceed 4-inches above the ground line.
8-20.3(5) conduit
Installation of conduit shall conform to appropriate articles of the Code and these
Specifications.
The size of conduit used shall be as shown in the Plans. Conduits smaller than
1-inch electrical trade size shall not be used unless otherwise specified, except that
grounding conductors at service points may be enclosed in ½-inch-diameter conduit.
Conduit between light standards, PPB, PS, or Type 1 poles and the nearest junction
box shall be the diameter specified in the Plans. Larger size conduit is not allowed at
these locations. At other locations it shall be the option of the Contractor, at no expense
to the Contracting Agency, to use larger size conduit if desired, and where larger size
conduit is used, it shall be for the entire length of the run from outlet to outlet. Reducing
couplings will not be permitted.
The ends of all conduits, metallic and nonmetallic, shall be reamed to remove
burrs and rough edges. Field cuts shall be made square and true. Slip joints or running
threads will not be permitted for coupling metallic conduit; however, running threads
will be permitted in traffic signal head spiders and RGS outerduct. When installing rigid
galvanized steel conduit and standard coupling cannot be used, an approved three-piece
coupling shall be used. Conduit fittings and couplings for steel conduit shall be cleaned
first and then painted with one coat of paint conforms to Section 9-08.1(2)B. The paint
shall have a minimum wet film thickness of 3-mils. The painted coating shall cover the
entire coupling or fitting. The threads on all metallic conduit shall be rust-free, clean,
and painted with colloidal copper suspended in a petroleum vehicle before couplings are
made. All metallic couplings shall be tightened so that a good electrical connection will
be made throughout the entire length of the conduit run. If the conduit has been moved
after assembly, it shall be given a final tightening from the ends prior to backfilling. Non-
metallic conduit shall be assembled using the solvent cement specified in Section 9-29.1.
Where the coating on galvanized conduit has been damaged in handling or installing,
such damaged areas shall be thoroughly painted with paint conforming to Section
9-08.1(2)B. Conduit ends shall be capped (do not glue nonmetallic caps). Metallic
conduit ends shall be threaded and capped with standard threaded conduit caps until
wiring is started. When conduit caps are removed, the threaded ends shall be provided
with approved conduit bushings or end bells (do not glue in place) for nonmetallic
conduit.
Conduit stubs from controller cabinet foundations shall extend to the nearest
junction box in that system.
Metallic conduit bends shall have a radius consistent with the requirements of
Article 344.24 and other articles of the Code. Where factory bends are not used, conduit
shall be bent, using an approved conduit bending tool employing correctly sized dies,
without crimping or flattening, using the longest radius practicable.
Nonmetallic conduit bends, where allowed, shall conform to Article 352.24 of the
Code. Eighteen-inch radius elbows shall be used for PVC conduit of 2-inch nominal
diameter or less. Standard sweep elbows shall be used for PVC conduit with greater than
2-inch nominal diameter unless otherwise specified in the Plans. In nonmetallic conduit
less than 2-inch nominal diameter, pull ropes or flat tapes for wire installation shall be not
2010 Standard Specifications M 41-10 Page 8-71
IlluMINATION, TRAFFIc SIGNAl SySTEMS, AND ElEcTRIcAl 8-20
less than ¼-inch diameter or width. In nonmetallic conduit of 2-inch nominal diameter or
larger, pull ropes or flat tapes for wire installation shall be not less than ½-inch diameter
or width.
Conduit shall be laid so that the top of the conduit is a minimum depth of:
1. 24-inches below the bottom of curb in the sidewalk area.
2. 24-inches below the top of the roadway base.
3. 48-inches below the bottom of ties under railroad tracks unless otherwise
specified by the railroad company.
4. 24-inches below the finish grade in all other areas.
Rigid galvanized steel conduit shall be installed at the following locations:
1. Within railroad right of way.
2. All pole risers, except when as otherwise required by owning utilities.
3. All surface-mounted conduit, with the exception of electrical service utility
poles.
4. All runs within slip form structures.
Couplings in cabinet foundations shall be PVC Schedule 40. The stub-outs above the
couplings shall be PVC end bell bushings. The Schedule 40 section of PVC between the
coupling and end bell bushing shall be installed without glue.
Conduit runs, without innerduct, installed using the directional boring method,
that enter the traveled way or shoulders, shall be Schedule 80 high-density polyethylene
(HDPE), Schedule 80 PVC with mechanical couplings, or rigid galvanized steel.
Conduit runs, without innerduct, installed using the directional boring method,
that do not enter the traveled way and shoulders, shall be Schedule 40 high-density
polyethylene (HDPE), Schedule 40 PVC with mechanical couplings, or rigid
galvanized steel.
Multicell conduit runs, installed outside the Traveled Way and Shoulders, when
using the directional boring method shall have 4-inch PVC Schedule 40 outerduct with
mechanical couplings or 4-inch rigid galvanized steel outerduct. The conduit shall be
installed with four 1-inch smooth wall innerducts.
When HDPE conduit is used for directional boring, it shall be continuous, with no
joints, for the full length of the bore. The conduit run shall be extended to the associated
outlets with the same schedule HDPE or PVC conduit. Entry into associated junction box
outlets shall be with the same schedule PVC conduit and elbows. The same requirements
apply for extension of an existing HDPE conduit crossing.
PVC conduit and elbows shall be connected to HDPE conduit with an approved
mechanical coupling. The connection shall have a minimum pullout strength of 700-
pounds. Prior to installation of a mechanical coupling, the HDPE conduit shall first be
prepared with a clean, straight edge. A water-based pulling lubricant may be applied
to the threaded end of the mechanical coupling before installation. Solvent cement or
epoxy shall not be used on the threaded joint when connecting the HDPE conduit to the
mechanical coupling. The mechanical coupling shall be rotated until the HDPE conduit
seats approximately ¾ of the distance into the threaded coupling depth.
For PVC installation through a directional bore, the PVC shall be in rigid
sections assembled to form a watertight bell and spigot-type mechanical joint with a
solid retaining ring around the entire circumference of the conduit installed per the
manufacturer’s recommendations. The conduit run shall be extended beyond the length
of the bore, to the associated outlets with the same mechanical coupled PVC or with
standard PVC conduit of the same schedule. The same requirements apply for extension
of an existing PVC conduit Roadway crossing.
Page 8-72 2010 Standard Specifications M 41-10
8-20 IlluMINATION, TRAFFIc SIGNAl SySTEMS, AND ElEcTRIcAl
Liquid tight flexible metal conduit is allowed only at locations called for in the
Plans.
At all other locations, conduit shall be PVC or rigid galvanized steel and the same
type of conduit shall be used for the entire length of the run, from outlet to outlet.
Standard PVC conduit shall be connected with medium-grade gray solvent applied per
the manufacturer’s recommendations.
Where nonmetallic conduit is installed, care shall be used in excavating, installing,
and backfilling, so that no rocks, wood, or other foreign material will be left in a position
to cause possible damage.
When PVC conduit is installed by a method other than directional boring, conduit
shall be Schedule 40, with the exception that PVC conduit within the traveled way or
shoulders and service lateral runs shall be Schedule 80.
Metallic and nonmetallic conduit installation shall include equipment grounding
conductor and shall conform to requirements noted in the Plans.
Conduit shall be placed under existing pavement by approved directional boring,
jacking, or drilling methods at locations approved by the Engineer. The pavement shall
not be disturbed unless allowed in the Plans or with the approval of the Engineer in the
event obstructions or impenetrable soils are encountered.
Where boring with casing is called for, the casing shall be placed using an auger
inside the casing to remove the soil as the casing is jacked forward. The auger head shall
proceed no more than 4-inches ahead of the pipe being jacked. Boring operations shall
be conducted to prevent caving ahead of the pipe. Installed casing pipe shall be free from
grease, dirt, rust, moisture, and any other deleterious contaminants.
The space between the conduit and casing shall be plugged with sandbags and
a grout seal 12-inches thick at each end of the casing. Casing abandoned due to an
encountered obstruction shall be grout sealed in the same manner. Grout shall conforming
to Section 9-20.3(4).
In lieu of sandbags and grout, unopened prepackaged concrete may be used to seal
the casing.
Material shall not be removed from the boring pit by washing or sluicing.
All joints shall be welded by a Washington State certified welder. Welding shall
conform to AWS D 1.1-80 Structural Welding Code, Section 3, Workmanship.
Directional boring for electrical installations shall be supervised by a licensed
electrical contractor in accordance with Section 8-20.1(1). Where directional boring is
called for, conduit shall be installed using a surface-launched, steerable drilling tool.
Drilling shall be accomplished using a high-pressure fluid jet toolhead. The drilling
fluid shall be used to maintain the stability of the tunnel, reduce drag on the conduit, and
provide backfill between the conduit and tunnel. A guidance system that measures the
depth, lateral position, and roll shall be used to guide the toolhead when creating the pilot
hole. Once the pilot hole is established, a reamer and swivel shall be used to install the
conduit. Reaming diameter shall not exceed 1.5 times the diameter of the conduit being
installed. Conduit that is being pulled into the tunnel shall be installed in such a manner
that the conduit is not damaged during installation. The pullback force on the conduit
shall be controlled to prevent damage to the conduit. A vacuum spoils extraction system
shall be used to remove any excess spoils generated during the installation. Excess
drilling fluid and spoils shall be disposed of. The method and location used for disposal
of excess drilling fluid and spoils shall be subject to the Engineer’s approval. Drilling
fluid returns (caused by fracturing of formations) at locations other than the entry and
exit points shall be minimized. Any drilling fluid that surfaces through fracturing shall be
cleaned up immediately. Mobile spoils-removal equipment capable of quickly removing
spoils from entry or exit pits and areas with returns caused by fracturing shall be used as
necessary during drilling operations.
2010 Standard Specifications M 41-10 Page 8-73
IlluMINATION, TRAFFIc SIGNAl SySTEMS, AND ElEcTRIcAl 8-20
Bore pits shall be backfilled and compacted in accordance with Section 2-09.3(1)E.
Directional boring; and jacking or drilling pits shall be kept 2-feet from the edge of any
type of pavement wherever possible. Excessive use of water that might undermine the
pavement or soften the Subgrade will not be permitted.
When approved by the Engineer, small test holes may be cut in the pavement to
locate obstructions. When the Contractor encounters obstructions or is unable to install
conduit because of soil conditions, as determined by the Engineer, additional Work to
place the conduit will be paid in accordance with Section 1-04.4.
When open trenching is allowed, trench construction shall conform to the following:
1. The pavement shall be sawcut a minimum of 3-inches deep. The cuts shall be
parallel to each other and extend 2-feet beyond the edge of the trench.
2. Pavement shall be removed in an approved manner.
3. Trench depth shall provide 2-feet minimum cover over conduits.
4. Trench width shall be 4-inches or the conduit diameter plus 2-inches,
whichever is larger.
5. Trenches located within paved Roadway areas shall be backfilled
with Controlled density fill (CDF) meeting the requirements of Section
2-09.3(1)E. The controlled density fill shall be placed level to, and at the
bottom of, the existing pavement. The pavement shall be replaced with paving
material that matches the existing pavement.
On new construction, conduit shall be placed prior to placement of base course
pavement.
Conduit entering through the bottom of a junction box shall be located near the end
walls to leave the major portion of the box clear. At all outlets, conduit shall enter from
the direction of the run, terminating 6 to 8-inches below the junction box lid and within
3-inches of the box wall nearest its entry location.
Galvanized rigid steel conduit entering cable vaults shall extend 2-inches for the
installation of grounded end bushing and bonding. PVC or HDPE conduit entering cable
vaults and pull boxes shall terminate flush with the inside walls of the Structure. All
conduit ends shall be terminated with termination kits.
Steel conduit entering concrete shall be wrapped in 2-inch-wide pipe wrap tape with
a minimum 1-inch overlap for 12-inches on each side of the concrete face. Pipe wrap tape
shall be installed per the manufacturer’s recommendations.
Innerduct conduit ends shall be terminated with termination kits. Galvanized rigid
steel conduit ends shall be terminated with grounded end bushings. PVC conduit ends
shall be terminated with end bell bushings.
Fittings shall be installed in accordance with the current electrical codes.
All covered underground conduit shall be cleaned with an approved-sized mandrel
and blown out with compressed air prior to pulling wire.
Conduits installed for future use shall be prepared according to this Section. After
final assembly is in place, the conduit shall be blown clean with compressed air. Then, in
the presence of the Engineer, a cleaning mandrel correctly sized for each size of conduit
shall be pulled through to ensure that the conduit has not been deformed. As soon as the
mandrel has been pulled through, both ends of the conduit shall be sealed with conduit
caps. All conduits scheduled for future use shall originate in a foundation or junction
box as detailed in the Plans and terminate in a junction box. All equipment grounding
conductors, and the bonding conductor for metallic conduits, shall be bonded in all
junction boxes in accordance with Section 8-20.3(9).
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8-20 IlluMINATION, TRAFFIc SIGNAl SySTEMS, AND ElEcTRIcAl
Where surface mounting of conduit is required, supports shall consist of channel
with clamps sized for the conduit. Support spacing shall comply with the Code, with the
exception that spacing of channel supports for conduit shall not exceed 5-feet.
The minimum distance between adjacent clamps and between the clamp and the
end of the channel supports shall be 1-inch. Channel supports shall be installed with
stops, to prevent clamps from sliding out of the ends. Existing conduit in place scheduled
to receive new conductors shall have any existing conductors removed and a cleaning
mandrel sized for the conduit shall be pulled through.
All conduits attached to or routed within bridges, retaining walls, and other concrete
structures shall be equipped with approved expansion, deflection, and/or combination
expansion/deflection fittings at all expansion joints and at all other joints where structure
movement is anticipated, including locations where the Contractor, due to construction
method, installs expansion and/or construction joints with movement. All conduit fittings
shall have movement capacity appropriate for the anticipated movement of the Structure
at the joint. Approved deflection fittings shall also be installed at the joint between the
bridge end and the retaining wall end, and the transition from bridge, wall, or other
concrete structure to the underground section of conduit pipe.
Conduit runs shown in the Plans are for Bidding purposes only and may be changed,
with approval of the Engineer, to avoid obstructions.
Where conduit with innerduct is installed, a maximum of 1000-feet of continuous
open trench will be allowed unless otherwise approved by the Engineer. All conduit with
innerduct exposed above grade level, or on any elevated Structures, or as noted in the
Plans, shall be galvanized rigid steel conduit.
Detectable underground warning tape shall be placed 12-inches above all conduit
that contains fiber optic cable and all conduits identified to contain future fiber optic cable
unless otherwise detailed in the Plans. Detectable underground warning tape shall extend
2-feet into boxes. Splicing shall be per the tape manufacturer’s recommended materials
and procedures. The warning tape shall be polyethylene with a metallic backing.
The polyethylene shall have a minimum 4-mils thickness and be 3-inches wide. The
polyethylene shall be orange in color and printed in black with the words conveying the
message of Fiber Optic Cable Buried Below.
Location 14 AWG stranded orange USE insulated wire shall be placed in continuous
lengths directly above all nonmetallic conduit that contains fiber optic cable and all
conduits identified to contain future fiber optic cable unless otherwise detailed in the
Plans. Location wire shall extend 8-feet into boxes. Coil and secure location wire at the
entrance and exit points of all boxes. Splices shall be crimped using a noninsulated butt
splice, soldered and covered with moisture-blocking heat shrink.
After final assembly is in place, all innerducts shall be blown clean with compressed
air. Then, in the presence of the Engineer, a cleaning mandrel, correctly sized for the
innerduct, shall be pulled through to ensure that the conduit has not been deformed. As
soon as the mandrel has been pulled through, a 200-lb. minimum tensile strength pull
string shall be installed in each innerduct and attached to duct plugs at both ends of the
innerduct.
At all innerduct conduit terminus points, including those in cable vaults and pull
boxes, removable and reusable mechanical plugs shall be employed as follows:
1. Outerduct conduits shall be plugged using a quadplex expansion plug inside
the conduit around the innerduct.
2. Duct plugs shall be installed in all unused innerducts (those that are specified
as empty) at the time of conduit installation.
2010 Standard Specifications M 41-10 Page 8-75
IlluMINATION, TRAFFIc SIGNAl SySTEMS, AND ElEcTRIcAl 8-20
3. Duct plugs shall be installed in all used innerducts (as specified in the Plans)
at the time of conduit installation unless cable pulling for those innerducts will
commence within 48-hours.
Innerduct containing one cable shall be plugged using an expandable split plug.
Innerducts with multiple cables shall be sealed with self-expanding waterproof foam.
The waterproof foam shall not be placed more than 2-inches into the innerduct.
8-20.3(6) Junction Boxes ,cable Vaults, and Pull boxes
Standard junction boxes, pull boxes and cable vaults shall be installed at the
locations shown in the Plans. The Contractor may install, at no expense to the Contracting
Agency, such additional boxes as may be desired to facilitate the Work. Junction box
installation shall conform to details in the Standard Plans.
Cable vaults and pull boxes shall be installed accordance with the following:
1. Excavation shall be performed in accordance with Section 2-09.
2. Cable vaults and pull boxes shall be installed on 6-inches of crushed surfacing
top course, per Section 9-03.9(3), placed on a compacted or undisturbed level
foundation.
3. All openings around conduits shall be sealed and filled with grout in
accordance with Sections 6-02.3(20), and 9-20.3(4) to prevent water and debris
from entering the vaults or pull boxes.
4. Backfilling around the Work shall not be allowed until the concrete or mortar
has set.
5. Pull boxes shall be installed in accordance with Plans and details.
6. Pull boxes shall be configured such that the tensile and bending limitations
of the fiber optic and other cables are not compromised. Pull boxes shall be
configured to mechanically protect the fiber optic and other cables against
installation force as well as inert forces after cable pulling operations.
7. Upon acceptance of Work, cable vaults, and pull boxes shall be free of debris
and ready for cable installation. All grounding requirements shall be met prior
to cable installation.
8. Where installed near steel casings, the pull boxes and cable vaults shall be
offset 3-feet, minimum from the centerline of the casing. Factory bends shall be
used to route the conduits to the cable vault or pull box.
Adjustments involving raising or lowering the junction boxes shall require conduit
modification if the resultant clearance between the top of the conduit and the junction
box lid becomes less than 6-inches or more than 10-inches in accordance with the Plans.
Cable vaults and pull boxes shall be adjusted to final grade using risers or rings
manufactured by the cable vault and pull box manufacturer. Cable vaults and pull boxes
with traffic bearing lids shall be raised to final grade using ring risers to raise the cover
only. All voids resulting from the adjustment shall be backfilled with materials matching
adjacent surfacing material and compacted in accordance with Section 2-09.3(1)E.
Damage to the junction boxes, pull boxes, cable vaults and the associated conduit
system, or wiring resulting from the Contractor’s operations, shall be repaired to the
Engineer’s satisfaction at no additional cost to the Contracting Agency.
Both existing and new junction boxes, pull boxes, and cable vaults shall be
adjusted to be flush with the finished grade as well as with the grade during the various
construction stages proposed in the Contract.
Where conduit and junction boxes are placed in barrier, the Prime Contractor
shall coordinate the Work of the Contractor constructing the barrier and the electrical
Page 8-76 2010 Standard Specifications M 41-10
8-20 IlluMINATION, TRAFFIc SIGNAl SySTEMS, AND ElEcTRIcAl
Contractor so that each junction box placed in the barrier is placed in correct alignment
with respect to the barrier, with the face of the box flush or uniformly chamfered within
½-inch of the barrier surface. If any point on the surface of the junction box placed in
barrier is recessed more than ½-inch from the surface of the barrier, the Contractor shall
install a box extension meeting the Engineer’s approval and grout around the extension or
remove and replace the entire section of barrier.
8-20.3(7) Messenger cable, Fittings
Messenger cable shall be secured to steel strain poles by means of pole bands, and
to timber poles by means of single strand guy eye bolts. Pole bands and eyebolts shall be
installed as detailed in the Plans.
Messenger cable shall be secured to eye bolts or strain clamps at poles by the use of
approved self-locking cable clamp type dead-ending devices. Messenger cable shall be
secured to bull rings and anchors by 2 approved U-bolt connectors and guy thimbles.
Traffic signal control cable shall be secured to the messenger cable by cable ties.
The ties shall be black nylon with ultraviolet protection and rated at 120-pound minimum
unlocking strength.
Down guy assemblies shall be installed as detailed in the Standard Plans.
8-20.3(8) Wiring
All underground wiring shall be installed in conduit unless specifically noted
otherwise in the Contract. All wiring in conduit shall be installed with a lubricant
recommended by cable/conductor manufacturer.
With the exception of induction loop circuits, magnetometer circuits and
illumination circuits, all wiring shall run continuously, without splices, from a terminal
located in a cabinet, compartment, pedestrian push button assembly, or signal head
to a similarly located terminal. Illumination circuit terminals and traffic circuit signal
terminals located below grade will not be allowed. Video detection systems cable
installation shall follow manufacturer’s Specification, except no below grade terminals
will be allowed.
All splices in underground illumination circuits, induction loops circuits, and
magnetometer circuits shall be installed in junction boxes. The only splice allowed in
induction loop circuits and magnetometer circuits shall be the splice connecting the
induction loop lead in conductors or magnetometer lead in conductors to the shielded
lead in cable. Splices for induction loop circuits and magnetometer circuits shall be: heat
shrink type with moisture blocking, material sized for conductors, epoxy filled clear
rigid mold splice kits or rigid re-enterable type splice kits. Conductors for rigid mold kits
shall be centered in the splice mold prior to installation of the encapsulation material.
Magnetometer and induction loop splices shall be soldered. All connections with #10 and
smaller wire shall use copper crimped connectors installed with a positive action (ratchet)
tool, except where setscrew connections are allowed for quick disconnects as described
in Section 9-29.7. The non-insulated die shall be an indent type and insulated die shall be
of a smooth shape capable of crimping pre-insulated terminals and connectors. The tool
shall be compound lever type with a ratchet mechanism to ensure positive closure for
full crimping cycle. The tool shall be field adjustable to proper calibration with common
tools and materials. All connectors installed in splices shall be wrapped with 2 layers of
electrical tape. All epoxy splice kits shall be physically separated from other splices and
wiring within the junction box to avoid damage from heat during the casting process.
All termination for traffic signal control systems shall follow the conductor sequence
color code as shown in the following table.
2010 Standard Specifications M 41-10 Page 8-77
IlluMINATION, TRAFFIc SIGNAl SySTEMS, AND ElEcTRIcAl 8-20
Conductor Number Color Code Color Trace Use
1 R Red Red or Don’t Walk
2 O Orange Yellow or Spare
3 G Green Green or Walk
4 W White Neutral
5 B Black Ped Call or Spare
6 Wb White/Black Neutral or Spare
7 Bl Blue Ped Call or Spare
8 Rb Red/Black Red or Don’t Walk
9 Ob Orange/Black Yellow or Spare
10 Gb Green/Black Green or Walk
Aerial illumination splices shall employ vice or crimp type pressure connectors.
Splice insulation may be epoxy, heat shrink, or tape. Tape splice insulation, where
allowed, shall consist of thermoplastic electrical insulating tape equivalent to the original
wire insulation rating. It shall be well lapped over the original insulation, and there shall
be a coating of moisture resistant varnish applied and allowed to dry. Two layers of
friction tape will then be applied, and the splice shall be finished with a second complete
coating of moisture resistant varnish.
Quick disconnect connectors shall be installed in the base of all poles supporting
a luminaire. Every conductor above ground potential shall be served by a fused quick
disconnect kit. Every conductor at ground potential shall be served by an unfused quick
disconnect kit.
Pole and bracket cable meeting the requirements of Section 9-29.3(2)D shall be
installed between the quick disconnects and the luminaire and between the sign light
hand hole and the isolation switch. In addition, the conductors from the isolation switch
and the sign light shall be minimum AWG 14, meeting the requirements of Section
9-29.3(2)A or 9-29.3(2)B. Pole and bracket cable jacket shall be removed from the quick
disconnect to within 2-inches below the support bracket clamp.
Sufficient slack wire shall be installed at each junction box to allow any conductor,
cable, or splice within the junction box to be raised a minimum of 18-inches outside of
the box.
Insulated neutral conductors shall be identified in accordance with the NEC
requirements. Every conductor at every wire termination, connector, or device shall have
an approved, (9-29.13(7)B & C) wire marking sleeve bearing as its legend, the circuit
number indicated in the Contract. All terminal strips shall also bear the circuit number
consistent with the Contract.
At all illumination circuit splices, each wire entering the splice shall have an
approved wire marking sleeve bearing as its legend the circuit number indicated in the
Contract.
All wiring, exclusive of the previously mentioned illumination circuits, at junction
boxes and at the controller cabinet shall have an approved tag with legends as follows:
1. Individual conductors — the circuit number indicated in the Contract.
2. Multiconductor cable — the numbers of the signal heads and/or pedestrian push
buttons served.
3. Loop lead-in cable — the numbers of the loops served.
4. Magnetometer cable — the numbers of the magnetometers served.
5. Camera lead-in cable — The numbers of the phases the camera served.
Drip loops shall be provided on all aerial conductors where they enter poles, signal
heads, or weather heads.
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8-20 IlluMINATION, TRAFFIc SIGNAl SySTEMS, AND ElEcTRIcAl
When conductors, either cable or single, are being installed, care shall be exercised
to not exceed tension limitations recommended by the manufacturer. Conductors may be
pulled directly by hand. However, if conductors are pulled by any mechanical means, a
dynamometer with drop-needle hand shall be used on every mechanical pull.
On mechanical pulls, insulation shall be stripped off the individual conductor and
the conductor formed into a pulling eye and firmly taped, or a cable grip shall be used.
The maximum pulling force applied directly to the conductor; i.e., when pulling eyes
are used or when the conductor is formed into a loop, shall be limited to that shown in
the following table for copper conductor. When a cable grip is applied over nonmetallic
sheathed cables, the maximum pulling force shall be limited to 1,000-pounds provided
this is not in excess of the force as calculated above.
Conductor Pounds
8 132
6 210
4 334
3 421
2 531
1 669
1/0 845
2/0 1,065
3/0 1,342
4/0 1,693
To limit the sidewall pressure at bends in duct and conduit runs, the pulling force in
pounds shall not exceed 100 times the radius of the bend in feet. Adequate lubrication of
the proper type to reduce friction in conduit and duct pulls shall be utilized as necessary.
The grease and oil-type lubricants used on lead sheathed cables shall not be used on
nonmetallic sheathed cables.
When wiring is noted for future connection, the ends of each wire or cable shall be
sealed with an approved heat shrink end cap.
If loop lead splices are not installed immediately after the installation of the loop
leads into the adjacent junction box, the ends of the 2 conductor “home run” cable shall
be sealed with heat shrink end caps to prevent entry of moisture into the 2 conductor
cable. All coaxial cables shall have heat shrink end caps installed prior to aerial or
underground installation of the cables to prevent moisture entry into the cable.
Multiconductor cable for signal displays shall be installed entirely through the
mounting fitting to a point a minimum of 1-inch inside the signal display housing before
the outer insulation is stripped back for the connection of individual conductors to the
terminal block.
8-20.3(9) Bonding, Grounding
All metallic appurtenances containing electrical conductors (luminaires, light
standards, cabinets, metallic conduit, etc.) shall be made mechanically and electrically
secure to form continuous systems that shall be effectively grounded.
Where conduit is installed, the installation shall include an equipment ground
conductor, in addition to the conductors noted in the Contract. Bonding jumpers and
equipment grounding conductors meeting the requirements of Section 9-29.3(2)A.3 shall
be minimum AWG 8, installed in accordance with the NEC. Where existing conduits
are used for the installation of new circuits, an equipment grounding conductor shall
be installed unless an existing equipment ground conductor, which is appropriate for
2010 Standard Specifications M 41-10 Page 8-79
IlluMINATION, TRAFFIc SIGNAl SySTEMS, AND ElEcTRIcAl 8-20
the largest circuit, is already present in the existing raceway. The equipment ground
conductor between the isolation switch and the sign lighter fixtures shall be a minimum
of a 14 AWG stranded copper conductor. Where parallel circuits are enclosed in a
common conduit, the equipment-grounding conductor shall be sized by the largest
overcurrent device serving any circuit contained within the conduit.
Junction boxes with metallic lids shall have one 4-foot long tinned braided copper
equipment bonding strap with full circle connector lugs installed from each metallic
junction box lid(s) to the junction box frame. A non-insulated 8 AWG minimum stranded
copper conductor, with a full circle crimp on connector (crimped with a manufacturer
recommended crimper) shall be connected to the junction box frame or frame bonding
stud, the other end shall be crimped to the equipment bonding conductor, using a “C”
type crimp connector. The equipment ground conductor shall not be cut or spliced except
at junction boxes.
Supplemental grounding shall be provided at light standards, signal standards,
cantilever and sign bridge Structures. Steel sign posts which support signs with sign
lighting or flashing beacons shall also have supplemental grounding. The supplemental
ground conductor shall be connected to the foundation rebar (all rebar crossings shall
be wire tied) by means of a grounding connector listed for use in concrete, and lead
up directly adjacent to a conduit installed within the foundation. The free end of the
conductor shall be terminated to the ground terminal, with an approved clamp, within
the pole. If no ground terminal is provided, bond to standard or post. Three-feet of slack
shall be provided inside the standard. Where a concrete and rebar foundation is not
used the supplemental ground shall be a grounding electrode placed in the hole next
to the post prior to back fill. For light standards, signal standards, cantilever and sign
bridge Structures the supplemental grounding conductor shall be a non-insulated 4 AWG
stranded copper conductor. For steel sign posts which support signs with sign lighting or
flashing beacons the supplemental grounding conductor shall be a non-insulated 6 AWG
stranded copper conductor.
All connectors between bonding jumpers and equipment grounding conductors
shall be installed in accordance with the NEC. Identification of the equipment grounding
conductor shall conform to all code requirements.
Bonding of the equipment grounding system and neutral at the service point shall be
accomplished as required under the NEC. Grounding of the neutral shall be accomplished
only at the service or at a separately derived system.
Two service grounds shall be installed at each electrical service installation and at
each separately derived power source. Each service ground shall conform to the detail
in the Standard Plans for “Service Ground.” If soil conditions make vertical ground rod
installation impossible see NEC as an alternate installation procedure. The service ground
installations shall be located a minimum of 6-feet apart. The first service ground rod
shall be connected to a continuous grounding electrode conductor running to the service
neutral bus. The second service ground rod shall be connected to the same continuous
grounding electrode conductor connected to the first ground rod. Ground electrodes shall
be bonded copper, ferrous core materials and shall be solid rods not less than 10-feet in
length if they are ½-inch in diameter or not less than 8-feet in length if they are ⅝-inch or
larger in diameter.
The connection of the grounding electrode conductor to the grounding electrode
shall be made with 2 approved ground clamps.
Messenger cable shall be bonded to steel strain poles by means of a bond strap
connected between an approved U-bolt connector and a bonding lug on the pole.
At points where shields or shielded conductors are grounded, the shields shall be
neatly wired and terminated on grounding terminal strip.
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8-20.3(10) Services transformer, Intelligent Transportation System cabinet
Power sources shown in the Plans are approximate only; exact location will be
determined in the field.
Aerial fed transformer cabinets and type A, type B, or type C service cabinets
shall include a timber pole, as specified in Section 9-29.6(3), a meter base, installed in
accordance with serving utility requirements, a 2 or 3 wire service breaker of size noted
in the Plans, the necessary conduit risers and ground assembly as noted in the Standard
Plan. The timber pole shall be set at a depth of 10-percent of the total pole length plus
2-feet. Modified type B, type D and type E services shall be installed per Contract Plan,
and service description in Standard Plans. Pad mounted transformer cabinets shall be
installed per Contract Plans.
The service breaker shall be a standard thermal circuit breaker encased in a raintight
housing that can be padlocked.
Upon request of the Contractor, the Engineer will make the necessary arrangements
with the serving utility to complete the service connections. Electrical energy used prior
to Completion of the Contract will be charged to the Contractor, except that the cost of
energy used for public benefit, when the Engineer orders such operation, will be borne by
the Contracting Agency.
The service, transformer and ITS cabinets shall be marked with the service
agreement letters and numbers as noted in the Plans. The markings shall be installed
on the outside cabinet door near the top of the cabinet. The markings shall be series C
using stencils and black enamel alkyd gloss paint conforming to Federal Specification
TT-E-489F.
8-20.3(11) Testing
The Contractor shall conduct the following tests on all electrical circuits with
nominal operating voltage between 115-volts and 600-volts, in the presence of
the Engineer:
1. Test the continuity of each circuit.
2. Test for grounds in each circuit, which shall consist of the physical examination
of the installation to ensure that all required ground jumpers, devices, and
appurtenances do exist and are mechanically firm.
3. Using a megohm meter, a 500-volt test on each new circuit between the
conductor and ground with all switch boards, panel boards, fuse holders,
switches, receptacles, and overcurrent devices in place. All readings shall be
recorded. The Contractor shall furnish the Engineer with 3 copies of the test
results identifying observed readings with their respective circuits.
The insulation resistance shall not be less than 50-megohms between the
conductor and ground on new circuits with a total single conductor length of
2,500-feet and over, nor less than 50 megohms on new circuits with single
conductor length of less than 2,500-feet.
Any change in the above stated minimum readings must be approved in writing
by the Engineer. Only those factors based on dialectric properties of conductor
insulations, splicing insulations, terminal strip castings, etc., will be cause for
consideration of a variance.
4. A functional test in which it is demonstrated that each and every part of the
system functions as specified.
For those new circuits below 115-volts nominal, except induction loop circuits and
test direct burial circuits, the circuits shall be tested with a 500-volt megger for continuity,
ground, and a test to demonstrate the circuit functions as specified. The megger test shall
show an insulation resistance of not less than 8-megohms to ground.
2010 Standard Specifications M 41-10 Page 8-81
IlluMINATION, TRAFFIc SIGNAl SySTEMS, AND ElEcTRIcAl 8-20
Any fault in any material or in any part of the installation revealed by these tests
shall be replaced or repaired by the Contractor in a manner approved by the Engineer, and
the same test shall be repeated until no fault appears.
When the project includes a traffic signal system, the Contractor shall conduct tests
noted in Section 8-20.3(14)D. The Contractor shall provide the Engineer a minimum
of 5-days advance written notice of the proposed traffic signal turn-on date and time.
The traffic signal turn-on procedure shall not begin until all required channelization,
pavement markings, illumination, signs, and sign lights are substantially complete and
operational unless otherwise allowed by the Engineer. The Contractor shall provide
traffic control to stop all traffic from entering the intersection. The Contracting Agency
electronics technician will program the controller and enter the timing data, then turn the
traffic signal system to its flash mode to verify proper flash indications. The Contracting
Agency electronics technician will then conduct functional tests to demonstrate that each
part of the traffic signal system, illumination system, or other electrical system, functions
as specified. These demonstrations shall be conducted in the presence of a Contracting
Agency electronic technician, the Contracting Agency electrical Inspector, and Regional
Traffic Engineer or his/her designee. The Contracting Agency electronics technician will
then turn the traffic signal to stop and go operation for no less than 1 full cycle. Based
on the results of the turn-on, the Engineer will direct the Contracting Agency electronics
technician to either turn the traffic signal on to normal stop and go operation, to turn the
signal to flash mode for a period not to exceed 5-calendar days, or to turn the signal off
and require the Contractor to cover all signal displays and correct all deficiencies.
If the Contractor is directed to turn off the traffic signal, the Contractor shall
schedule a new turn-on date with the Engineer in accordance with the previously
mentioned procedures.
Unless approved by the Engineer no change to signal stop and go operation will
be allowed between 6 AM to 10 AM and 2 PM to 7 PM on Monday through Thursday,
nor will signal operation changes be allowed on Friday, weekends, holidays, or the day
preceding a holiday.
8-20.3(12) Painting
All painting required shall be done in conformance with applicable portions of
Section 6-07.
8-20.3(13) Illumination Systems
8-20.3(13)A light Standards
Light standards shall be handled when loading, unloading, and erecting in such a
manner that they will not be damaged. Any parts that are damaged due to the Contractor’s
operations shall be repaired or replaced at the Contractor’s expense.
Light standards shall not be erected on concrete foundations until foundations have
set at least 72-hours or attained a compressive strength of 2,400-PSI, and shall be raked
sufficiently to be plumb after all load has been placed.
Slip base installation shall conform to the following:
1. The slip plane shall be free of obstructions such as protruding conduit or anchor
bolts. The anchor bolts, and other obstructions shall terminate at a height below
the elevation of the top of the slip plate. Conduit shall extend a maximum of
2-inches above the top of the foundation, including grounding end bushing.
2. Washers in the slip plane shall be placed between the slip plate and the keeper
plate.
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3. Anchor bolts shall extend through the top heavy-hex nut 2 full threads to
the extent possible while conforming to the specified slip base clearance
requirements. Anchor bolts shall be tightened by the Turn-Of-Nut Tightening
Method in accordance with Sections 6-03.3(33) and 8-20.3(4).
4. Clamping bolts shall be tightened in accordance with Sections 6-03.3(33) and
8-20.3(4). The clamping bolts shall be tightened to the specified torque, plus
or minus 2-percent, in 2 stages using an accurately calibrated torque wrench
before erecting the light standard. Except as otherwise specified, the Contractor
shall install 1-inch diameter clamping bolts in all slip bases to a torque of 95-
foot-pounds.
5. The galvanized surfaces of the slip plates, the keeper plate and the luminaire
base plate shall be smooth, without irregularities, to reduce friction and to
prevent slackening of bolt tension due to flattening of the irregularities.
6. Anchor bolts damaged after the foundation concrete is placed shall not be
repaired by bending or welding. The Contractor’s repair procedure is to be
submitted to the Engineer for approval prior to making any repairs. The
procedure is to include removing the damaged portion of the anchor bolt,
cutting threads on the undamaged portion to remain, the installation of an
approved threaded sleeve nut and stud, and repairing the foundation with epoxy
concrete. Epoxy concrete shall meet the requirements of Section 9-26.3(1)B.
7. The grout pad shall not extend above the elevation of the bottom of the anchor
plate.
8. Wiring for slip base installation shall conform to details in the Standard Plans.
Breakaway coupling installation shall conform to the following:
1. At existing foundations, the anchor nuts, pole, grout pad, and leveling nuts shall
be removed. Conduits shall be cut to a maximum height of 2-inches above the
foundation including grounding end bushing or bell end. Paint, conforming to
Section 9-08.1(2)B, shall be applied to the cut conduit that has been threaded.
Anchor bolts that are damaged shall be repaired with approved sleeve nuts as
noted under slip base installation procedures.
2. All existing anchor bolts shall be cut off 2½ to 3-inches above the foundation.
At new foundations, the anchor bolts shall be installed with top of bolt 2½ to
3-inches above the foundation.
3. Couplings shall be installed to within ⅛ to ⅜-inch of the foundation.
Couplings shall then be leveled.
4. The pole shall be set and plumbed; and washers, nuts, and skirt installed per
manufacturer’s recommendations.
5. The conduit installed in a luminaire foundation shall not exceed 1-inch,
trade size.
Slip base insert installations shall conform to details in the Standard Plans, and shall
conform to items 1 through 8 above for slip base installation, except that the specified
torque for the ⅞-inch diameter clamping bolts shall be 50-foot-pounds.
Prior to installation all relocated metal light standards shall have existing
painted identification markings removed. Manufactures Identification tag shall not be
removed. Damaged surfaces and coatings shall be repaired with material matching the
existing coating.
All new light standards shall have an approved metal tag riveted to the pole above
the handhole. The information provided on the tag shall be as noted on the pre-approved
drawings.
2010 Standard Specifications M 41-10 Page 8-83
IlluMINATION, TRAFFIc SIGNAl SySTEMS, AND ElEcTRIcAl 8-20
All new and relocated metal light standards shall be numbered for identification
using painted series C numbers installed 3-feet above the base facing the Traveled Way.
Paint shall be black enamel alkyd gloss conforming to Federal Specification TT-E-489.
The following information shall be provided as shown in the Plans:
1. Luminaire number.
2. Luminaire wattage.
3. Luminaire voltage.
4. Service number
In setting timber poles, the Contractor shall provide a minimum burial of 10-percent
of the total pole length plus 2-feet and shall rake the poles as shown in the Plans.
8-20.3(13)B Vacant
8-20.3(13)c luminaires
The Contractor shall mark the installation date on the inside of the luminaire ballast
housing using a permanent marking pen.
All luminaires shall be mounted level, both transverse and longitudinally, as
measured across points specified by the manufacturer. Leveling and orientation shall be
accomplished after pole plumbing.
8-20.3(13)D Sign lighting
Sign illumination equipment shall include fixtures, brackets, conduit, electrical wire,
and other material required to make the sign lighting system operable. Sign illumination
fixtures shall be fused according to the table in Section 9-29.7.
8-20.3(13)E Sign lighting luminaires
The sign lighting luminaire shall be supported by a lighting bracket assembly as
detailed in the Plans. If the sign Structure includes a maintenance walkway, the luminaire
fixture mounting plate shall be bolted to the walkway grating.
An isolation switch shall be provided in the line side conductors, mounted over
the Shoulder to de-energize all luminaires for maintenance purposes. The switch shall
be single pole, single throw, or double-pole, single throw as necessary to open all
conductors to the luminaires other than neutral and ground conductors. The switch shall
contain 600-volt terminal strips on the load side with solderless box lugs as required
plus 4 spare lugs per strip. The switch enclosure shall be rated NEMA 3R.
8-20.3(14) Signal Systems
8-20.3(14)A Signal controllers
All control cabinets and control equipment shall be factory wired ready for
operation. Field work will be limited to placing cabinets and equipment and connecting
the field wiring to field terminal strips. All controller cabinets shall be installed on a
silicone seal pad.
Controllers for portable traffic signal systems shall conform to the requirements of
Section 9-29.13(7).
8-20.3(14)B Signal heads
Unless ordered otherwise by the Engineer, signal heads shall not be installed at any
intersection until all other signal equipment is installed and the controller is in place,
inspected, and ready for operation at that intersection, except that the signal heads may
be mounted if the faces are covered to clearly indicate the signal is not in operation.
Three section displays mounted on type M mounts shall have the plumbizer between
the top and second display. Four and 5 section vertical displays mounted on type
M mounts shall have the plumbizer between the second and third display.
Page 8-84 2010 Standard Specifications M 41-10
8-20 IlluMINATION, TRAFFIc SIGNAl SySTEMS, AND ElEcTRIcAl
8-20.3(14)c Induction loop Vehicle Detectors
Induction loops shall be constructed as detailed in the Contract and the following:
1. Loop wire shall conform to Section 9-29.3.
2. When Type 2 or 6’ round (R) loops are grouped at the stop line, the front
edge of the first loop shall be 1-foot behind the stop line. Each additional loop
installed in the lane shall be on 15-foot centers.
3. Lead-in cable shall conform to Section 9-29.3.
4. All loops shall be installed after grinding or prior to paving the final lift of
asphalt designated in the Contract. Loop conductors shall be held at the bottom
of the saw cut by high temperature backer rod (sized to fit snugly in the saw
cut). Two-inch long pieces of the backer rod shall be installed on 24-inch
centers along the entire loop and home run(s) and at the entrance and exit of all
turns greater than 45-degrees. If new loops are installed over existing the old
loops shall be removed by grinding and the grinding shall be deep enough to
destroy any existing operational loop conductors. If not listed as incidental to
another item or paid for under another Bid item the additional Work to remove
the existing loops shall be paid in accordance with Section 1-04.4.
5. Each loop shall be the size and number of turns indicated in the Plans.
6. No loop installation will be done in rainy weather or when the pavement is wet.
7. All sawcuts shall be cleaned with a high-pressure washer and dried with
100-PSI minimum air pressure, to the satisfaction of the Engineer. If traffic is
allowed over the sawcut prior to wire installation, the sawcuts shall be cleaned
again.
8. Wiring shall be installed with a blunt-nosed wooden wedge.
9. Prior to the installation of the high temperature backer rod all slack shall be
removed from the wiring. Kinks in wiring or folding back of excess wiring will
not be allowed.
10. High temperature backer rod, sized for snug fit shall be installed in the saw cut
on 2-foot’ centers and at all sharp turns.
11. Install sealant as per Contract or as approved by the Engineer.
12. Sealant shall be applied such that air bubbles or foam will not be trapped in the
sawcut.
8-20.3(14)D Test for Induction loops and lead-in cable
All tests shall be performed by the Contractor in the presence of the Engineer
for each loop. The tests shall be performed at the amplifier location after complete
installation of the loop. All costs associated with testing shall be included in the unit
Contract prices of the respective Bid items.
Test A — The DC resistance between the 2 lead-in cable wires will be
measured by a volt ohmmeter. The resistance shall not exceed 10-ohms.
Test B — A megohm meter test at 500-volts DC shall be made between the
lead-in cable shield and grounding, prior to connection to grounding. The resistance
shall equal or exceed 100-megohms.
Test c — A megger test shall be made between the loop circuit and grounding.
The resistance shall equal or exceed 100-megohms.
Test D — An inductance test to determine the inductance level of each
inductance loop. The Contractor shall record the inductance level of each inductance
loop installed on the project and shall furnish the findings to the Engineer. An
inductance level below 150-microhenries is considered a failure for a Type 1 loop,
any 1 round loop and an inductance level below 75-microhenries is considered a
failure for a Type 2 loop.
2010 Standard Specifications M 41-10 Page 8-85
IlluMINATION, TRAFFIc SIGNAl SySTEMS, AND ElEcTRIcAl 8-20
If any of the installations fails to pass all tests, the loop installation or lead-in cable
shall be repaired and replaced and then retested.
8-20.3(14)E Signal Standards
Traffic signal standards shall be furnished and installed in accordance with the
methods and materials noted in the Contract and the following:
1. All dimensions and orientations will be field verified by the Engineer prior to
fabrication.
2. The signal standard component identification shall conform to details in the
Plans.
3. Disconnect connectors complete with pole and bracket cable shall be installed
in any signal standard supporting a luminaire. Illumination wiring installation
shall conform to details in the Plans for slip base wiring.
4. No field drilling will be allowed on signal mast arms except for the installation
of any required pre-empt indicators , pre-empt detectors, microwave detector,
or type “N” signal mountings. The maximum diameter shall be 1-inch.
5. All pole entrances required for pole-mounted signal heads, cabinets, signs,
pedestrian push button assemblies, etc., shall be field drilled.
6. Damage to the galvanized pole surface resulting from field drilling shall be
repaired with approved zinc rich paint.
7. Field welding will not be allowed, except as shown in the Plans.
8. All tenons shall be factory installed.
9. All welding shall be completed prior to galvanizing.
10. Foundations shall be constructed to provide the pole orientation noted in the
Plans. Anchor bolts shall be tightened in accordance with Sections 6-03.3(33)
and 8-20.3(4).
11. Slip base installation for Type RM and FB signal standards shall conform
to the slip base installation requirements specified in Section 8-20.3(13)A,
except that the specified torque for the ¾-inch diameter clamping bolts shall
be 50 foot-pounds.
12. The pole shall be plumbed after signal heads are installed.
13. The space between the bottom base plate and the top of foundation shall be
filled with grout with a ⅜-inch plastic drain tube.
Signal standards shall not be erected on concrete foundations until the foundations
have attained 2400-PSI or 14-days after concrete placement. Signal standards without
mast arms may be erected after 72-hours. Type IV and V strain pole standards may be
erected but the messenger cable (span wire) shall not be placed until the foundation has
attained 2400-PSI or 14-days after concrete placement.
Signal supports used with portable traffic signal systems shall provide a minimum of
2 signal displays, spaced a minimum of 8-feet apart.
When portable traffic signals are used to provide alternating one-way control,
a minimum of 1 of the signal displays shall be suspended over the Traveled Way.
The minimum vertical clearance to the Traveled Way for this signal display is 16-feet
6-inches.
Timber strain poles shall be set a burial depth of 10-percent of the total length plus
2-feet and shall be raked as noted in the Plans.
8-20.3(15) Grout
Grout shall conform to the requirements of Section 6-02.3(20) and 9-20.3(4).
Page 8-86 2010 Standard Specifications M 41-10
8-20 IlluMINATION, TRAFFIc SIGNAl SySTEMS, AND ElEcTRIcAl
8-20.3(16) Reinstalling Salvaged Material
When the Contract requires salvaged electrical equipment to be reinstalled, the
Contractor shall furnish and install all necessary materials and equipment, including
anchor bolts, nuts, washers, concrete, etc., required to install the salvaged equipment.
8-20.3(17) “As Built” Plans
Upon Physical Completion of the Work, the Contractor shall submit corrected shop
drawings, schematic circuit diagrams, or other drawings necessary for the Engineer to
prepare corrected Plans to show the Work as constructed.
These drawings shall be on sheets conforming in size to the provisions of
Section 1-05.3.
8-20.4 Measurement
No specific unit of measurement will apply to the lump sum items for illumination,
intelligent transportation, or traffic signal systems, but measurement will be for the sum
total of all items for a complete system to be furnished and installed.
Conduit of the kind and diameter specified will be measured by the linear foot for
the actual neat line length in place, unless the conduit is included in an illumination
system, signal system, Intelligent Transportation (ITS) or other type of electrical system
lump sum Bid item.
Casing – will be measured by the linear foot for the actual length of casing placed,
unless the casing is included in an illumination, signal or other electrical system lump
sum Bid item.
Directional boring will be measured by the linear foot for the length of the
boring tunnel.
8-20.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal:
“Illumination System ____”, lump sum.
“Traffic Signal System ____”, lump sum.
“Intelligent Transportation System ____”, lump sum.
The lump sum Contract price for “Illumination System, ____”, “Traffic Signal
System ____”, “Intelligent Transportation System _____”, shall be full pay for the
construction of the complete electrical system, modifying existing systems, or both,
including sign lighting systems, as described above and as shown in the Plans, and
herein specified, including excavation, backfilling, concrete foundations, conduit,
wiring, restoring facilities destroyed or damaged during construction, salvaging existing
materials, and for making all required tests. All additional materials and labor, not shown
in the Plans or called for herein and which are required to complete the electrical system,
shall be included in the lump sum Contract price.
“Conduit Pipe ____ In. Diam.”, per linear foot.
The unit Contract price per linear foot for “Conduit ____ In. Diam.” shall be full
pay for furnishing all pipe, pipe connections, elbows, bends, caps, reducers, conduits,
and unions; for placing the pipe in accordance with the above provisions, including all
excavation, jacking or drilling required, backfilling of any voids around casing, conduits,
pits or the trenches, restoration of native vegetation disturbed by the operation, chipping
of pavement, and bedding of the pipe; and all other Work necessary for the construction
of the conduit, except that when conduit is included on any project as an integral part of
an illumination, traffic signal, or ITS systems and the conduit is not shown as a pay item,
it shall be included in the lump sum price for the system shown.
2010 Standard Specifications M 41-10 Page 8-87
IlluMINATION, TRAFFIc SIGNAl SySTEMS, AND ElEcTRIcAl 8-20
All costs for installing conduit containing both signal and illumination wiring shall
be included in the Contract prices for the signal system.
All costs for installing junction boxes containing both illumination and signal wiring
shall be included in the Contract prices for the signal system.
“Casing”, per linear foot.
The unit Contract price per linear feet for “casing” shall be full payment for boring,
jacking or drilling for installing casing, and backfilling any voids around the casing and
pits or back filling of the trenches required to install the casing. This cost will also include
any restoration of native vegetation disturbed by the operation.
“Directional Boring”, per linear foot
The unit Contract price per linear foot for “Directional Boring”, shall be full pay
for furnishing all labor, materials, equipment and electrical supervision associated with
the directional boring.
Page 8-88 2010 Standard Specifications M 41-10
8-21 PERMANENT SIGNING
8-21 PERMANENT SIGNING
8-21.1 Description
This Work consists of furnishing and installing permanent signing, sign removal,
sign relocation, and refacing existing signs in accordance with the Plans, these
Specifications, and the Plans at the locations shown in the Plans or where designated by
the Engineer.
8-21.2 Materials
Signing materials and fabrication of signs shall meet the requirements of
Section 9-28. Materials for roadside sign Structures shall meet the requirements
of Section 9-06.16. Materials for sign mounting shall conform to . Materials for
sign bridges, cantilever sign Structures, and bridge mounted sign brackets shall conform
to Section 9-28.14(2).
8-21.3 construction Requirements
8-21.3(1) location of Signs
Signs are located in the Plans by station numbers. These are tentative locations
subject to change by the Engineer. The post lengths specified in the Plans are estimated
for Bid purposes only. Final lengths of timber posts will be determined or verified by the
Engineer at the request of the Contractor prior to fabrication. Final lengths of steel posts
will be determined by the Engineer prior to fabrication.
8-21.3(2) Placement of Signs
All reflectorized signs located less than 30-feet from the edge of the lane should
be turned out approximately 3-degrees from the pavement edge of oncoming traffic
lanes, and those located 30-feet or more from the edge of the lane should be turned
in approximately 3-degrees from the pavement edge of oncoming traffic lanes. All
sign posts shall be plumb and signs level. The signs shall be inspected at night by the
Engineer and, if specular glare occurs from failure to install at 3-degrees as stipulated,
the Contractor shall reinstall the signs at no expense to the Contracting Agency. The post
holes shall be of sufficient dimensions to allow placement and thorough compaction of
selected backfill material completely around the post. Selected backfill material shall
consist of earth or fine sandy gravel free from organic matter with no individual particles
exceeding 1½-inches in diameter.
8-21.3(3) Sign covering
When notified by the Engineer, the Contractor shall cover or uncover certain signs
to facilitate and control the operation of the project. The covering shall consist of 4-mils
minimum thickness black polyethylene sheeting of sufficient size to entirely cover the
sign, unless otherwise approved by the Engineer, and shall extend over the edges of the
sign and fastened on the back. The Contractor shall not use any type of adhesive tape
on the face of the signs. Other methods of covering may be considered if approved by the
Engineer.
8-21.3(4) Sign Removal
Where shown in the Plans or ordered by the Engineer, the existing signs and,
if so indicated, the sign Structures shall be removed by the Contractor.
Sign Structures shall include sign bridges, cantilever sign Structures, bridge-
mounted sign brackets, and any other sign-mounting Structure shown in the Plans
to be removed by the Contractor.
The embedded anchors attaching signs and sign Structures specified for removal
to existing concrete Structures shall be removed a minimum of 1-inch beneath the
2010 Standard Specifications M 41-10 Page 8-89
PERMANENT SIGNING 8-21
existing concrete surface. The void left by removal of the embedded anchors shall be
coated with epoxy bonding agent and filled with mortar conforming to Section 9-20.4(2).
The epoxy bonding agent shall be Type II, conforming to Section 9-26.1, with the grade
and class as recommended by the epoxy bonding agent manufacturer and as approved
by the Engineer. The mortar shall consist of cement and fine aggregate mixed in the
proportions to match the color of the existing concrete surface as near as practicable.
Where indicated, the Contractor shall remove concrete pedestals to a minimum
of 2-feet below Subgrade or finished ground elevation and backfill the hole to the
satisfaction of the Engineer. Where an existing sign post is located within a sidewalk
area, the Contractor shall remove the post and finish the area so as to make the sidewalk
continuous. Aluminum signs, wood signs, wood sign posts, wood Structures, metal sign
posts, windbeams, and other metal structural members shall become the property of the
Contractor and shall be removed from the project. Salvage value of the removed signs
and sign Structure members shall be reflected in the Contractor’s Bid price for other
items of Work.
8-21.3(5) Sign Relocation
Where shown in the Plans, the existing signs and, if so indicated, the sign Structures
shall be relocated by the Contractor to the location noted. Where the existing sign
Structure is mounted on concrete pedestals, the Contractor shall remove the pedestal to a
minimum of 12-inches below finished grade and backfill the remaining hole with material
similar to that surrounding the hole. Where the existing Structure is to be relocated, the
Contractor shall provide necessary materials, labor, and hardware, and if so indicated,
electrical conduit, conductors, etc., electrical services, and connections so as to erect and
provide an operable unit to the satisfaction of the Engineer. All materials damaged by
the Contractor shall be replaced at no cost to the Contracting Agency. Unless otherwise
allowed, relocation of each existing sign and Structure shall be accomplished during
the day in which it was removed. Relocation of overhead signs and Structures shall be
accomplished during the hours between 12 midnight and 4:00 a.m. or as approved by
the Engineer.
8-21.3(6) Sign Refacing
Where indicated in the Plans or in the Special Provisions, the Contractor shall reface
existing signs with sheet aluminum overlay panels. Unless otherwise indicated in the
Plans or allowed by the Engineer, all Work shall be accomplished while the existing sign
is in place. Modifications to each sign shall be completed during the same day in which
the Work is commenced.
Prior to the installation of overlay panels, the existing legend (message and border)
shall be removed. The aluminum overlay panels shall be butt jointed. Aluminum or
stainless steel screws, a minimum of ½-inch in length, shall be used to attach overlay
panels to existing plywood signs. In addition to the screws, two ¼-inch diameter by
1-inch-long aluminum or stainless steel bolts shall be installed through the top of each
panel and the plywood sign. Aluminum blind rivets shall be used to attach overlay panels
to existing aluminum signs. Screws or rivets shall be installed at 24-inch centers. Unless
otherwise noted, sign background material shall be in accordance with Section 9-28.
After installation of overlay panels, the existing legend shall be reinstalled or, where
indicated in the Plans, new legend or portions thereof shall be furnished and installed by
the Contractor. Direct applied legend shall be applied to the new face prior to resurfacing.
Layout and letter spacing shall be in accordance with Contracting Agency standards
unless otherwise approved by the Engineer. New legend components shall be of the same
type and size as the existing materials, and it shall be the Contractor’s responsibility to
verify material type and size. Materials damaged by the Contractor shall be replaced at no
expense to the Contracting Agency.
Page 8-90 2010 Standard Specifications M 41-10
8-21 PERMANENT SIGNING
8-21.3(7) Sign Message Revision
Where indicated in the Plans or in the Special Provisions, the Contractor shall revise
existing sign messages or layouts. The Contractor shall remove and reinstall portions
of or all of the existing message or furnish and install new message components as
necessary to provide the revised message as indicated. Prior to installing the revised
message, the Contractor shall thoroughly clean the sign face and plug all existing
rivet holes with aluminum blind rivets painted the same color as the sign background.
Plugging screw holes in plywood signs will not be required. Modifications to the sign
shall be completed during the same day in which Work is commenced and while the
sign is in place. All new materials necessary to accomplish this Work shall be the same
type and size as the existing components, and it shall be the Contractor’s responsibility
to verify such component type and size. Materials damaged by the Contractor shall be
replaced at no expense to the Contracting Agency. Existing materials not reinstalled shall
become the property of the Contractor and shall be removed from the project.
8-21.3(8) Sign cleaning
Signs shall be cleaned after relocation or installation to the satisfaction of the
Engineer. The Contractor shall not use cleaning solvents that would be harmful to the
sign finish.
8-21.3(9) Sign Structures
8-21.3(9)A Fabrication of Steel Structures
Fabrication and erection shall conform to the applicable requirements of Section
6-03 and 9-06. All welded connections of sign bridge and cantilever sign Structure posts,
arms, and beams, including base and connection plates, shall be cleaned prior to welding
to remove all mill scale from within 2-inches of the weld. As an alternative to the blast
cleaning requirements of Section 6-03.3(13), the Contractor may perform the cleaning
using power hand tools as approved by the Engineer. Unless otherwise specified in the
Plans or Special Provisions, metal surfaces shall not be painted.
8-21.3(9)B Vacant
8-21.3(9)c Timber Posts
Timber sign posts shall conform to the requirements of Section 9-28.14(1).
8-21.3(9)D Aluminum Structures
Welding of aluminum shall be in accordance with Section 9-28.14(3).
8-21.3(9)E Bridge Mounted Sign Brackets
The Contractor shall fabricate and install sign supports for mounting signs on
bridge Structures at the locations and as shown in the Plans, including inserts and anchor
bolts. Fabrication and installation shall be in accordance with applicable requirements of
Sections 6-03 and 9-06. Metal surfaces shall not be painted.
The quantity of structural carbon steel shown in the Contract is listed only for the
convenience of the Contractor in determining the volume of Work involved and is not
guaranteed to be accurate. The prospective Bidders shall verify this quantity before
submitting a Bid. No adjustments other than for approved changes will be made in the
lump sum Contract price for the bridge mounted sign brackets, even though the actual
quantity of structural carbon steel required may deviate from that listed.
2010 Standard Specifications M 41-10 Page 8-91
PERMANENT SIGNING 8-21
8-21.3(9)F Foundations
The excavation and backfill shall conform to the requirements of Section
2-09.3(1)E. Where obstructions prevent construction of planned foundations, the
Contractor shall construct an effective foundation satisfactory to the Engineer.
The bottom of concrete foundations shall rest on firm ground. If the portion of
the foundation beneath the existing ground line is formed or cased instead of being
cast against the existing soil forming the sides of the excavation, then all gaps between
the existing soil and the completed foundation shall be backfilled and compacted in
accordance with Section 2-09.3(1)E.
Foundations shall be cast in one operation where practicable. The exposed portions
shall be formed to present a neat appearance. Class 2 surface finish shall be applied to
exposed surfaces of concrete in accordance with the requirements of Section 6-02.3(14)B.
Where soil conditions are poor, the Engineer may order the Contractor to extend the
foundations shown in the Plans to provide additional depth. Such additional work shall be
paid for according to Section 1-04.4.
Forms shall be true to line and grade. Tops of foundations for roadside sign
structures shall be finished to ground line unless otherwise shown in the Plans or directed
by the Engineer. Tops of foundations for sign bridges and cantilever sign structures shall
be finished to the elevation shown in the Plans.
Both forms and ground that will be in contact with the concrete shall be thoroughly
moistened before placing concrete; however, excess water in the foundation excavation
will not be permitted. Forms shall not be removed until the concrete has set at least
3-days. All forms shall be removed, except when the Plans or Special Provisions
specifically allow or require the forms or casing to remain.
Foundation concrete shall conform to the requirements for the specified class, be
cast-in-place concrete, and be constructed in accordance with Section 6-02.2 and 6-02.3.
Sign structures shall not be erected on concrete foundations until foundations have
attained a compressive strength of 2,400-psi.
In addition to the basic requirements, sign bridges and cantilever sign structures
shall be installed in accordance with the following:
1. Tops of foundations for sign bridges and cantilever sign structures shall be
finished to the elevation shown in the Plans.
2. Steel reinforcing bars shall conform to Section 9-07.
3. Concrete shall be Class 4000, except as otherwise specified. Where water is
present in the shaft excavations for Type 1 foundations for sign bridges and
cantilever sign structures, the shaft concrete shall be Class 4000P placed in
accordance with Section 6-02.3(6)B.
4. All bolts and anchor bolts shall be installed so that two full threads extend
beyond the top of the top heavy-hex nut. Anchor bolts shall be installed plumb,
plus or minus 1-degree.
5. Plumbing of sign bridges and cantilever sign structures shall be accomplished
by adjusting leveling nuts. Shims or other similar devices for plumbing or
raking will not be permitted.
6. The top heavy-hex nuts of sign bridges and cantilever sign structures shall
be tightened in accordance with Section 6-03.3(33), and by the Turn-Of-Nut
Method to a minimum rotation of ¼ turn and a maximum of ⅓ turn past snug
tight. Permanent marks shall be set on the base plate and nuts to indicate nut
rotation past snug tight.
Page 8-92 2010 Standard Specifications M 41-10
8-21 PERMANENT SIGNING
In addition to the basic requirements, roadside sign structures shall be installed in
accordance with the following:
1. Tops of foundations shall be finished to final ground line unless otherwise
shown in the Plans or staked by the Engineer.
2. Spiral reinforcing shall conform to AASHTO M32. All other steel
reinforcement shall conform to the requirements of Section 9-07.
3. Concrete shall be commercial grade concrete.
4. The assembly and installation of all Type TP-A or Type TP-B bases for roadside
sign structures shall be supervised at all times by either a manufacturer’s
representative or an installer who has been trained and certified by the
manufacturer of the system. If the supervision is provided by a trained installer,
a copy of the installer’s certification shall be provided to the Engineer prior to
installation.
5. For all Type TP-A or TP-B bases, the Contractor shall attach four female
anchors to a flat rigid template following the manufacturer’s recommendations.
The Contractor shall lower the anchor assembly into fresh concrete foundation
and vibrate into position such that the tops of the anchor washers are flush with
the finished top surface of the foundation. The Contractor shall support the
template such that all anchors are level and in their proper position.
Slip base and hinge connection nuts of roadside sign structures shall be tightened
using a torque wrench to the torque, following the procedure specified in the Plans.
8-21.3(9)G Identification Plates
When sign Structures are removed, the Contractor shall remove the sign Structure
identification plates from the sign Structures and give them to the Engineer.
8-21.3(10) Sign Attachment
Sign panels consisting of sheet aluminum or fiberglass reinforced plastic shall be
attached or mounted to signposts or sign structures as shown in the Plans.
Signs not conforming to the above, including all variable message sign (VMS)
assemblies and other message boardtype assemblies, shall be attached or mounted to
signposts or sign structures by means of positive connections—defined as through-bolted
connections. The use of clips or clamps to accomplish the attachment or mounting of
such signs and assemblies is prohibited.
8-21.3(11) Multiple Panel Signs
After installation of multiple panel signs, the Contractor shall furnish and install an
approved reinforced aluminized tape on the reverse side of the sign to prevent visible
light through the seam. The tape shall be pressure sensitive and a minimum of 2-inches
wide and 2 mils thick. In lieu of tape, the Contractor may use 1-inch-wide aluminum
sheeting riveted to the sign back. The aluminum shall be a minimum of 0.032-inch thick.
Rivet heads shall match the sign face color.
2010 Standard Specifications M 41-10 Page 8-93
PERMANENT SIGNING 8-21
8-21.3(12) Steel Sign Posts
For roadside sign structures on Type TP-A or Type TP-B bases, the Contractor shall
use the following procedures and manufacturer’s recommendations:
1. The couplings, special bolts, bracket bolts, and hinge connection nuts on all
Type TP-A or Type TP-B bases shall be tightened using the Turn-Of-Nut
Tightening Method to a maximum rotation of ½ turn past snug tight.
2. The Contractor shall shim as necessary to plumb the steel signposts.
For roadside sign structures on all Type PL and SB slip bases, the Contractor shall
use the following procedures:
1. The Contractor shall assemble the steel signpost to stub post with bolts and flat
washers as shown in the Plans.
2. Each bolt shall be tightened using a torque wrench to the torque, following the
procedures specified in the Plans.
8-21.4 Measurement
When shown as lump sum in the Plans or in the Proposal as permanent signing,
sign bridge No. ____, cantilever sign Structure No. ____ or bridge mounted sign bracket
No. ____, no specific unit of measurement will apply, but measurement will be for the
sum total of all items to be furnished and installed.
Sign covering will be measured in square feet of the area of the sign covered.
8-21.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal:
“Permanent Signing”, lump sum.
“Sign Bridge No. ____”, lump sum.
“Cantilever Sign Structure No. ____”, lump sum.
“Bridge Mounted Sign Bracket No. ____”, lump sum.
“Sign Covering”, per square foot.
Page 8-94 2010 Standard Specifications M 41-10
8-22 PAVEMENT MARkING
8-22 PAVEMENT MARkING
8-22.1 Description
This Work consists of furnishing, installing, and removing pavement markings
upon the Roadway surface in accordance with the Plans, Standard Plans, the FHWA
publication Standard Alphabet for Highway Signs and Pavement Markings and these
Specifications, at locations shown in the Contract or as ordered by the Engineer in
accordance with Section 1-04.4.
Pavement Markings may be either Longitudinal (long) Line Markings or Transverse
Markings. Longitudinal line markings are generally placed parallel and adjacent to the
flow of traffic. Transverse markings are generally placed perpendicular and across the
flow of traffic. Word and symbol markings are classified as transverse markings. Traffic
letters used in word messages shall be 8-feet high with the exception of the “R” in the
railroad crossing symbol which shall be as shown in the Standard Plans.
8-22.2 Materials
Material for pavement marking shall be paint or plastic as noted in the Bid
item meeting the requirements of Section 9-34. Glass beads for paint shall meet the
requirements of Section 9-34.4. Glass beads for plastic shall be as recommended by the
material manufacturer.
8-22.3 construction Requirements
8-22.3(1) Preliminary Spotting
The Engineer will provide necessary control points at intervals agreed upon with
the Contractor to assist in preliminary spotting of the lines before marking begins.
The Contractor shall be responsible for preliminary spotting of the lines to be marked.
Approval by the Engineer is required before marking begins. Preliminary spotting to
guide the striping machine is required for all longitudinal lines except where a clearly
visible separation is present. Preliminary spotting shall be provided at a spacing of
100-feet maximum on tangents and 25-feet maximum on curves. The color of the
material used for spotting shall match the color of the permanent marking.
8-22.3(2) Preparation of Roadway Surfaces
All surfaces shall be dry, free of any loose debris, and within the proper temperature
range prior to striping. When required by the pavement marking manufacturer’s
installation instructions, remove pavement markings from pavement surfaces that will
adversely affect the bond of new pavement marking material to the roadway surface
according to Section 8-22.3(6).
Remove all other contaminants from pavement surfaces that may adversely affect
the installation of new pavement markings by sandblasting, shot-blasting, or sweeping.
Air blast the pavement with a high-pressure system to remove extraneous or loose
material.
Apply materials to new HMA that is sufficiently cured according to the
manufacturer’s recommendations. Typically, Type D material applied to new HMA
pavement requires a pavement cure period of 21-days. This cure period may be reduced
if the manufacturer performs a successful bond test and approves the reduction of the
pavement cure period.
2010 Standard Specifications M 41-10 Page 8-95
PAVEMENT MARkING 8-22
For new Portland cement concrete surfaces, remove curing compounds and laitance
by an approved mechanical means. Air blast the pavement with a high-pressure system
to remove extraneous or loose material. Apply materials to concrete that has reached a
minimum compressive strength of 2,500-psi and that is sufficiently cured according to the
manufacturer’s recommendations. Typically, Type D material applied to Portland cement
concrete pavement requires a pavement cure period of 28-days. This cure period may be
reduced if the manufacturer performs a successful bond test and approves the reduction
of the pavement cure period.
After the pavement surface is clean and dry, apply primer as recommended by
the manufacturer to the area receiving the pavement markings. Apply the primer in a
continuous, solid film according to the recommendations of the primer manufacturer and
the pavement markings manufacturer.
8-22.3(3) Marking Application
8-22.3(3)A Marking colors
Lane line and right edge line shall be white in color. Centerline and left edge line
shall be yellow in color. Transverse markings shall be white, except as otherwise noted in
the Standard Plans.
8-22.3(3)B line Patterns
Solid line – A continuous line without gaps.
Broken line – A line consisting of solid line segments separated by gaps.
Dotted line – A broken line with noticeably shorter line segments separated by
noticeably shorter gaps.
8-22.3(3)c line Surfaces
Flat lines – Pavement marking lines with a flat surface.
Profiled marking – A profiled pavement marking is a marking that consists of a base
line thickness and a profiled thickness, which is a portion of the pavement marking line
that is applied at a greater thickness than the base line thickness. Profiles shall be applied
using the extruded method in the same application as the base line. The profiles may
be slightly rounded provided the minimum profile thickness is the same throughout the
length of the profile. See the Plans for the construction details.
Embossed plastic line – Embossed plastic lines consist of a flat line with transverse
grooves. An embossed plastic line may also have profiles. See the Plans for the
construction details.
8-22.3(3)D line Applications
Surface line – A line constructed by applying pavement marking material directly
to the pavement surface or existing pavement marking.
Grooved line – A line constructed by grinding or saw cutting a groove into the
pavement surface and spraying, extruding, or gluing pavement marking material into
the groove. Groove depth is measured vertically from the bottom of a 2-foot or longer
straight edge placed on the roadway surface to the ground surface. The groove depth
is dependent upon the material used, the pavement surface, and the location. See these
Standard Specifications, the project Plans, and Special Provisions.
Page 8-96 2010 Standard Specifications M 41-10
8-22 PAVEMENT MARkING
8-22.3(3)E Installation
Apply pavement marking materials to clean, dry pavement surfaces and according to
the following:
1. Place material according to the manufacture’s recommendations;
2. Place parallel double lines in one pass;
3. The top of pavement marking shall be smooth and uniform;
4. Line ends shall be square and clean;
5. Place pavement marking lines parallel and true to line; and,
6. Place markings in proper alignment with existing markings.
When applying paint, Type A or Type C material, ensure that both the pavement
surface and the air temperature at the time of application are not less than 50°F and rising.
When applying Type B or Type D material, ensure that both the pavement surface and the
air temperature at the time of application are not less than 40°F and rising.
Ensure that the Type A thermoplastic material meets the manufacturer’s temperature
specifications when it contacts the pavement surface.
Two applications of paint will be required to complete all paint markings. The
second application of paint shall be squarely on top of the first pass. The time period
between paint applications will vary depending on the type of pavement and paint (low
VOC waterborne, high VOC solvent, or low VOC solvent) as follows:
Pavement Type Paint Type Time Period
Bituminous Surface Treatment Low VOC Waterborne
4-hours min.,
48-hours max.
Hot Mix Asphalt Pavement Low VOC Waterborne 4-hours min.,
30-days max.
Cement Concrete Pavement Low VOC Waterborne
4-hours min.,
30-days max.
Bituminous Surface Treatment High and Low VOC Solvent
40-min. min.,
48-hrs. max.
Hot Mix Asphalt Pavement High and Low VOC Solvent 40-min. min.,
30-days max.
Cement Concrete Pavement High and Low VOC Solvent
40-min. min.,
30-days max.
Centerlines on 2-lane Highways with broken line patterns, paint, or plastic shall
be applied in the increasing milepost direction so they are in cycle with existing broken
line patterns at the beginning of the project. Broken line patterns applied to multilane or
divided Roadways shall be applied in cycle in the direction of travel.
Where paint is applied on centerline on two-way roads with bituminous surface
treatment or centerline rumble strips, the second paint application shall be applied in the
opposite (decreasing milepost) direction as the first application (increasing milepost)
direction. This will require minor broken line pattern corrections for curves on the second
application.
2010 Standard Specifications M 41-10 Page 8-97
PAVEMENT MARkING 8-22
8-22.3(3)F Application Thickness
Pavement markings shall be applied at the following base line thickness measured
above the pavement surface or above the groove bottom for grooved markings in
thousandths of an inch (mils):
Marking Material Application HMA PCC BST Groove
Depth
Paint – first coat spray 10 10 10
Paint – second coat spray 15 15 15
Type A – flat/transverse & symbols extruded 125 125 125
Type A – flat/long line & symbols spray 90 90 120
Type A – with profiles extruded 90 90 120
Type A – embossed extruded 160 160 160
Type A – embossed with profiles extruded 160 160 160
Type A – grooved/flat/long line extruded 230 230 230 250
Type B – flat/transverse & symbols heat
fused
125 125 125
Type C-2 – flat/transverse & symbols adhesive 90 90 NA
Type C-1 & 2 – flat/long line adhesive 60 60 NA
Type C-1 – grooved/flat/long line adhesive 60 60 NA 100
Type D – flat/transverse & symbols spray 120 120 120
Type D – flat/transverse & symbols extruded 120 120 120
Type D – flat/long line spray 90 90 120
Type D – flat/long line extruded 90 90 120
Type D – profiled/long line extruded 90 90 120
Type D – grooved/flat/long line extruded 230 230 230 250
Liquid pavement marking material yield per gallon depending on thickness shall not
exceed the following:
Mils thickness Feet of 4″ line/gallon Square feet/gallon
10 483 161
15 322 108
18 268 89
20 242 80
22 220 73
24 202 67
30 161 54
40 122 41
45 107 36
60 81 27
90 54 18
90 with profiles 30 10
120 40 13
120 with profiles 26 9
230 21 7
Page 8-98 2010 Standard Specifications M 41-10
8-22 PAVEMENT MARkING
Solid pavement marking material (Type A) yield per 50-pound bag shall not exceed
the following:
Mils thickness Feet of 4″
line/50# bag
Square
feet/50# bag
30 – flat 358 120
45 – flat 240 80
60 – flat 179 60
90 – flat 120 40
90 – flat with profiles 67 23
120 – flat 90 30
120 – flat with profiles 58 20
125 – embossed 86 29
125 – embossed with profiles 58 20
230 – flat grooved 47 15
All grooved lines shall be applied into a groove cut or ground into the pavement. For
Type A or Type D material, the groove shall be cut or ground with equipment to produce
a smooth square groove 4-inches wide. For Type C-1 material, the groove shall be cut
with equipment to produce a smooth bottom square groove with a width in accordance
with the material manufacturer’s recommendation. After grinding, clean the groove by
shot-blasting or a method approved by Engineer. Immediately before placing the marking
material, clean the groove with high-pressure air.
8-22.3(3)G Glass beads
Top dress glass beads shall be applied to all spray and extruded pavement marking
material. Glass beads shall be applied by a bead dispenser immediately following the
pavement marking material application. Glass bead dispensers shall apply the glass beads
in a manner such that the beads appear uniform on the entire pavement marking surface
with 50 to 60-percent embedment. Hand casting of beads will not be allowed.
Glass beads shall be applied to 10 or 15 mil thick paint at a minimum application
rate of 7-pounds per gallon of paint. For plastic pavement markings, glass bead type and
application rate shall be as recommended by the marking material manufacturer.
When 2 or more spray applications are required to meet thickness requirements
for Type A and Type D materials, top dressing with glass beads is only allowed on the
last application. The cure period between successive applications shall be in accordance
with the manufacturer’s recommendations. Any loose beads, dirt or other debris shall be
swept or blown off the line prior to application of each successive application. Successive
applications shall be applied squarely on top of the preceding application.
8-22.3(4) Tolerances for lines
Allowable tolerances for lines are as follows:
Length of line – The longitudinal accumulative error within a 40-foot length of
broken line shall not exceed plus or minus 1-inch. The broken line segment shall not be
less than 10-feet.
Width of line – The width of the line shall not be less than the specified line width or
greater than the specified line width plus ¼-inch.
Lane width – The lane width, which is defined as the lateral width from the edge
of pavement to the center of the lane line or between the centers of successive lane
lines, shall not vary from the widths shown in the Contract by more than plus or minus
4-inches.
2010 Standard Specifications M 41-10 Page 8-99
PAVEMENT MARkING 8-22
Thickness – A thickness tolerance not exceeding plus 10-percent will be allowed for
thickness or yield in paint and plastic material application.
Parallel lines – The gap tolerance between parallel lines is plus or minus ½-inch.
8-22.3(5) Installation Instructions
Installation instructions for plastic markings shall be provided for the Engineer.
The instructions shall include equipment requirements, approved work methods and
procedures, material application temperature range, air and pavement surface temperature
requirements, weather limitations, precautions, and all other requirements for successful
application and material performance. Do not use materials with incomplete or missing
instructions. All materials including glass beads shall be installed according to the
manufacturer’s recommendations. A manufacturer’s technical representative shall be
present at the initial installation of plastic material to approve the installation procedure
or the material manufacturer shall certify that the Contractor will install the plastic
material in accordance with their recommended procedure.
8-22.3(6) Removal of Pavement Markings
Pavement markings to be removed shall be obliterated until blemishes caused by
the pavement marking removal conform to the coloration of the adjacent pavement.
If, in the opinion of the Engineer, the pavement is materially damaged by pavement
marking removal, such damage shall be repaired by the Contractor in accordance with
Section 1-07.13(1). Sand or other material deposited on the pavement as a result of
removing lines and markings shall be removed as the Work progresses to avoid hazardous
conditions. Accumulation of sand or other material which might interfere with drainage
will not be permitted.
8-22.4 Measurement
Center line, center line with no pass line, double center line, double lane line, edge
line, solid lane line, dotted extension line, lane line, reversible lane line, and two-way left
turn center line will be measured by the completed linear foot as “Paint Line”, “Plastic
Line”, “Embossed Plastic Line”, “Profiled Plastic Line”, “Profiled Embossed Plastic
Line” or Grooved Plastic Line”.
The measurement for “Paint Line” will be based on a marking system capable of
simultaneous application of three 4-inch lines with two 4-inch spaces. No deduction will
be made for the unmarked area when the marking includes a broken line such as center
line, dotted extension line, center line with no-pass line, lane line, reversible lane line, or
two-way left turn center line. No additional measurement will be made when more than 1
line can be installed on a single pass such as center line with no-pass line, double center
line, double lane line, reversible lane line, or two-way left turn center line.
The measurement for “Plastic Line”, “Embossed Plastic Line”, “Profiled Plastic
Line”, “Profiled Embossed Plastic Line” or “Grooved Plastic Line” will be based on
the total length of each 4-inch wide plastic line installed. No deduction will be made for
the unmarked area when the marking includes a broken line such as, center line, dotted
extension line, center line with no-pass line, lane line, reversible lane line, or two-way
left turn center line.
The measurement for “Painted Wide Lane Line”, “Plastic Wide Lane Line”,
“Profiled Plastic Wide Lane Line”, “Painted Wide Line”, “Plastic Wide Line”, “Painted
Barrier Center Line”, “Plastic Barrier Center Line”, “Painted Stop Line”, or “Plastic Stop
Line”, will be based on the total length of each painted, plastic or profiled plastic line
installed. No deduction will be made for the unmarked area when the marking includes
a broken line such as, wide broken lane line, drop lane line, or wide dotted lane line. The
measurement for double wide lane line will be based on the total length of each wide lane
line installed.
Page 8-100 2010 Standard Specifications M 41-10
8-22 PAVEMENT MARkING
No additional measurement for payment will be made for the required second
application of paint. No additional measurement for payment will be made for additional
applications required to meet thickness requirements for plastic markings.
Diagonal and chevron-shaped lines used to delineate medians, gore areas, and
parking stalls are constructed of painted or plastic 4-inch or 8-inch lines in the color and
pattern shown in the Standard Plans. These lines will be measured as “Painted Line”,
“Plastic Line”, “Painted Wide Line” or “Plastic Wide Line” by the linear foot of line
installed. Crosswalk line will be measured by the square foot of marking installed.
Traffic arrows, traffic letters, access parking space symbols, HOV symbols, railroad
crossing symbols, drainage markings, bicycle lane symbols, aerial surveillance full,
and ½ markers, yield line symbols, yield ahead symbols, and speed bump symbols will
be measured per each. Type 1 through 6 traffic arrows will be measured as 1 unit each,
regardless of the number of arrow heads.
Removal of lines, 4-inches, 8-inches, 18-inches and 20-inches in width will be
measured by the linear foot, with no deduction being made for the unmarked area when
the marking includes a gap.
Removal of traffic arrows, traffic letters, access parking space symbol, HOV lane
symbol, railroad crossing symbol, bicycle lane symbols, drainage markings, aerial
surveillance full and ½ markers, yield line symbol, yield ahead symbol, and speed bump
symbol will be measured per each. Removal of crosswalk lines will be measured by the
square foot of lines removed.
8-22.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal:
“Paint Line”, per linear foot.
“Plastic Line”, per linear foot.
“Embossed Plastic Line”, per linear foot.
“Profiled Plastic Line”, per linear foot.
“Profiled Embossed Plastic Line”, per linear foot.
“Grooved Plastic Line”, per linear foot.
“Painted Wide Lane Line”, per linear foot.
“Plastic Wide Lane Line”, per linear foot.
“Profiled Plastic Wide Lane Line”, per linear foot.
“Painted Wide Line”, per linear foot.
“Plastic Wide Line”, per linear foot.
“Painted Barrier Center Line”, per linear foot.
“Plastic Barrier Center Line”, per linear foot.
“Painted Stop Line”, per linear foot.
“Plastic Stop Line”, per linear foot.
“Painted Crosswalk Line”, per square foot.
“Plastic Crosswalk Line”, per square foot.
“Painted Traffic Arrow”, per each.
“Plastic Traffic Arrow”, per each.
“Painted Traffic Letter”, per each.
“Plastic Traffic Letter”, per each.
2010 Standard Specifications M 41-10 Page 8-101
PAVEMENT MARkING 8-22
“Painted Access Parking Space Symbol”, per each.
“Plastic Access Parking Space Symbol”, per each.
“Painted Railroad Crossing Symbol”, per each.
“Plastic Railroad Crossing Symbol”, per each.
“Painted Bicycle Lane Symbol”, per each.
“Plastic Bicycle Lane Symbol”, per each.
“Painted Drainage Marking”, per each.
“Plastic Drainage Marking”, per each.
“Painted Aerial Surveillance Full Marker”, per each.
“Plastic Aerial Surveillance Full Marker”, per each.
“Painted Aerial Surveillance ½ Marker”, per each.
“Plastic Aerial Surveillance ½ Marker”, per each.
“Painted Access Parking Space Symbol with Background”, per each.
“Plastic Access Parking Space Symbol with Background”, per each.
“Painted HOV Lane Symbol”, per each.
“Plastic HOV Lane Symbol”, per each.
“Painted Yield Line Symbol”, per each.
“Plastic Yield Line Symbol”, per each.
“Painted Yield Ahead Symbol”, per each.
“Plastic Yield Ahead Symbol”, per each.
“Painted Speed Bump Symbol”, per each.
“Plastic Speed Bump Symbol”, per each.
“Removing Paint Line”, per linear foot.
“Removing Plastic Line”, per linear foot.
“Removing Painted Crosswalk Line”, per square foot.
“Removing Plastic Crosswalk Line”, per square foot.
“Removing Painted Traffic Marking”, per each.
“Removing Plastic Traffic Marking”, per each.
Page 8-102 2010 Standard Specifications M 41-10
8-23 TEMPORARy PAVEMENT MARkINGS
8-23 TEMPORARy PAVEMENT MARkINGS
8-23.1 Description
The Work consists of furnishing and installing temporary pavement markings.
Temporary pavement markings shall be provided where noted in the Plans and for all lane
shifts and detours resulting from construction activities. Temporary pavement markings
shall also be provided when permanent markings are eliminated because of construction
operations. Temporary pavement markings shall be maintained in serviceable condition
throughout the project until permanent pavement markings are installed. Temporary
pavement markings that are damaged shall be repaired or replaced immediately.
Temporary painted center lines, edge lines, or lane lines and temporary raised pavement
markers that are, in the opinion of the Engineer, damaged due to normal wear by traffic,
shall be replaced. Any temporary line marked with tape shall be repaired immediately
when it no longer provides the intended use.
Temporary pavement marking installations are defined as follows:
Temporary center line
A BROKEN line used to delineate adjacent lanes of traffic moving in opposite
directions. The broken pattern shall be based on a 40-foot unit, consisting of a 4-foot
line with a 36-foot gap if paint or tape is used. If temporary raised pavement markers
are used, the pattern shall be based on a 40-foot unit, consisting of a grouping of 3
temporary raised pavement markers, each spaced 3-feet apart, with a 34-foot gap.
Temporary Edge line
A SOLID line used on the edges of Traveled Way. The line shall be continuous
if paint or tape is used. If temporary raised pavement markers are used, the line shall
consist of markers installed continuously at 5-foot spacings.
Temporary lane line
A BROKEN line used to delineate adjacent lanes with traffic traveling in the
same direction. The broken pattern shall be based on a 40-foot unit, consisting of a
4-foot line with a 36-foot gap, if paint or tape is used. If temporary raised pavement
markers are used, the pattern shall be based on a 40-foot unit, consisting of a
grouping of 3 temporary raised pavement markers, each spaced 3-feet apart, with a
34-foot gap.
Lane line and right edge line shall be white in color. Center line and left edge line
shall be yellow in color. Edge Lines shall be installed only if specifically required in the
Contract. All temporary pavement markings shall be retroreflective.
8-23.2 Materials
Materials for temporary markings shall be paint, tape, or raised pavement markers
and selected from approved materials listed in the Qualified Products List.
8-23.3 construction Requirements
8-23.3(1) Preliminary Spotting and Removal
All preliminary layout and marking in preparation for application and the
application and removal of temporary pavement markings shall be the responsibility of
the Contractor.
Temporary flexible raised pavement markers are required for bituminous surface
treatment operations.
Temporary pavement markings consisting of paint or tape may be paved over, but
temporary raised pavement markers or removable tape shall be removed prior to paving.
Any temporary pavement markings that are required on the wearing course prior
to construction of permanent pavement markings and are not a part of the permanent
2010 Standard Specifications M 41-10 Page 8-103
TEMPORARy PAVEMENT MARkINGS 8-23
markings shall be completely removed concurrent with or immediately subsequent to the
construction of the permanent pavement markings. Temporary flexible raised pavement
markers on bituminous surface treatment pavements shall be cut off flush with the surface
if their location conflicts with the alignment of the permanent pavement markings.
All damage to the permanent Work caused by removing temporary
pavement markings shall be repaired by the Contractor at no additional cost to the
Contracting Agency.
8-23.3(2) Marking Application
8-23.3(2)A Temporary Pavement Marking Paint
Paint used for temporary pavement markings shall be applied in one application at
a thickness of 15-mils or 108-square feet per gallon. Glass beads shall be in accordance
with Section 8-22.3(3)G.
8-23.3(2)B Temporary Pavement Marking Tape
Surface preparation and application of temporary pavement marking tape shall be in
conformance with the manufacturer’s recommendations.
8-23.3(2)c Temporary Raised Pavement Markers
Surface preparation and application of temporary flexible raised pavement markers
shall be in conformance with the manufacturer’s recommendations. When temporary
flexible raised pavement markers are used for bituminous surface treatment operations,
the markers shall be installed with the protective cover in place. The cover shall be
removed after spraying asphaltic material.
Application of temporary raised pavement markers (other than temporary flexible
raised pavement markers) shall conform to the requirements of Section 8-09.3.
8-23.3(2)D Tolerance for lines
Tolerance for lines shall conform to Section 8-22.3(4).
8-23.4 Measurement
Temporary center line, temporary edge line, temporary lane line, and temporary
raised pavement markers will be measured by the linear foot of each installed line or
grouping of markers, with no deduction for gaps in the line or markers.
Reinstalled paint markings and raised pavement markers, when ordered by the
Engineer due to normal wear by traffic, will be measured again, each time ordered.
Repair, for any reason, of temporary markings made with tape shall not be measured.
Removing temporary center line, temporary edge line, temporary lane line, and
temporary raised pavement markers will be measured by the linear foot of each line or
grouping of markers removed, with no deduction for gaps in the line or markers.
8-23.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal:
“Temporary Pavement Marking,” per linear foot.
The unit Contract price per linear foot for “Temporary Pavement Marking” shall
be full pay for constructing and maintaining temporary lines and markers as specified.
Unless a Bid item has been included in the Proposal to pay for removal of temporary
pavement markings, all costs for removal of temporary pavement markings shall be
included in the unit Contract price per linear foot for “Temporary Pavement Marking.”
No additional compensation will be allowed when the Contractor is required to repair
temporary taped markings that have been damaged or worn.
“Removing Temporary Pavement Marking,” per linear foot.
Page 8-104 2010 Standard Specifications M 41-10
8-24 ROck AND GRAVITy BlOck WAll AND GABION cRIBBING
8-24 ROck AND GRAVITy BlOck WAll AND GABION cRIBBING
8-24.1 Description
This Work consists of constructing rock and gravity block wall(s), and gabion
cribbing in accordance with the Plans, Special Provisions, these Specifications, or as
designated by the Engineer.
8-24.2 Materials
Materials shall meet the requirements of the following Sections:
Rock for Rock Wall and Chinking Material 9-13.7(1)
Backfill for Rock Wall 9-13.7(2)
Gabion Cribbing 9-27.3
Wire Mesh Fabric 9-27.3(1)
PVC Coating for Welded Wire Mesh Fabric 9-27.3(2)
Gabion Basket Fasteners 9-27.3(4)
Stone 9-27.3(6)
Construction Geotextile 9-33
Materials for gravity block walls shall be as specified in the Special Provisions.
8-24.3 construction Requirements
8-24.3(1) Rock Wall
8-24.3(1)A Geometric Tolerances
The completed wall shall meet the following tolerances:
1. Wall batter shall be 6:1 or flatter as specified in the Plans.
2. The exterior slope plane and grade in the finished surface of the wall shall be
plus or minus 6-inches.
3. The maximum void between adjacent rocks shall be 6-inches as measured at
the smallest dimensions of the void within the thickness of the wall.
8-24.3(1)B Excavation
Excavation shall conform to Section 2-09.3(4), and to the limits and construction
stages shown in the Plans.
The Contractor shall restrict the excavation limits to the length of rock wall that
can be constructed in 1-day’s Work, except as otherwise noted. The Engineer may
permit excavation beyond the limits that can be completed in 1-day’s Work provided the
Contractor either demonstrates that the excavation will remain stable until the rock wall
is completed, or shores the excavation in accordance with Section 2-09.3(4).
Slope above the rock wall shall be established prior to excavating for the wall.
8-24.3(1)c Foundation Preparation
The foundation for the wall shall be graded as shown in the Plans.
Prior to rock placement, the foundation, if not in rock, shall be compacted as
approved by the Engineer. Any foundation soils found to be unsuitable shall be removed
and replaced in accordance with Section 2-09.3(1)C.
Base course rocks shall have full contact with the foundation soils. If necessary, the
excavation shall be shaped to fit the rocks. Rocks may be dropped to shape the ground
provided the rocks do not crack. Cracked rocks shall be replaced and the foundation
regraded to fit the replacement rock.
2010 Standard Specifications M 41-10 Page 8-105
ROck AND GRAVITy BlOck WAll AND GABION cRIBBING 8-24
8-24.3(1)D construction Geotextile
Construction geotextile shall be of the type, and shall be placed, as shown in the
Plans.
8-24.3(1)E Rock Placement and Backfill
Rocks shall be placed so there are no continuous joint planes in either the vertical or
lateral direction.
Where possible, rocks shall be placed so that the rock shall bear on at least 2 rocks
below it. Rocks shall be oriented so that flat surface contact points between adjacent
rocks are maximized. Point-to-point contact between adjacent rocks shall be minimized.
Each rock in a course shall be arranged so that the natural irregularities in the rocks key
the rocks together and so that the courses are keyed together.
Rocks shall increase in size from the top of the wall to the bottom at a uniform rate.
The minimum rock sizes, as referenced from the top of the wall, shall be as follows:
Depth from
Top of Wall (feet)
Minimum Rock Size at
Depth from Top of Wall
6 Three Man
9 Four Man
12 Five Man
Rocks at the top of the wall shall be Two Man or larger.
Where voids larger than 6-inches are present, chinking rock shall be keyed between
the rocks to fill the void.
Backfill for the rock wall shall be placed behind each course and tamped to provide
a stable condition prior to placing rocks for the next successive course.
For rock walls constructed in fills, the fill shall be overbuilt and cut back to construct
the wall.
8-24.3(2) Gravity Block Wall
Excavation shall conform to Section 2-09.3(4), and to the limits and construction
stages shown in the Plans. Foundation soils found to be unsuitable shall be removed and
replaced in accordance with Section 2-09.3(1)C. Slope above the gravity block wall shall
be established prior to beginning any excavation for the wall.
Gravity block walls are defined as a wall of modular blocks acting as a gravity
wall to retain soil. The modular blocks may have features designed to interlock the
blocks together. However there shall be no reinforcement of the retained soil nor any
reinforcement connection between the modular blocks and the retained soil.
Gravity block walls shall be constructed as specified in the Special Provisions and as
shown in the Plans.
8-24.3(3) Gabion cribbing
8-24.3(3)A Foundations
Before placing any gabion cribbing, the Contractor shall excavate the foundation or
bed to the specified grade in accordance with Section 2-09.3(4). Foundation soils found
to be unsuitable shall be removed and replaced in accordance with Section 2-09.3(1)C.
8-24.3(3)B Baskets
Baskets may be fabricated from either woven or welded steel wire; however, a
gabion Structure shall not include both. Baskets may be assembled with either lacing wire
or clip fasteners; however, a perimeter or diaphragm edge shall not include both.
Page 8-106 2010 Standard Specifications M 41-10
8-24 ROck AND GRAVITy BlOck WAll AND GABION cRIBBING
8-24.3(3)c Dimensions
The Contractor shall supply gabion baskets in the lengths and heights the Plans
require. Each length shall be a multiple (double, triple, or greater) of horizontal width.
Horizontal width shall be 36-inches. All baskets from the same manufacturer shall be the
same width and shall be within a tolerance of 5-percent of the manufacturer’s stated sizes.
8-24.3(3)D Fabrication of Baskets
Gabions shall be made so that the sides, ends, lid, and diaphragms can be assembled
into rectangular baskets of the required sizes at the construction site. Common-wall
construction may be used in gabion Structures up to 12-feet high. Common-wall
construction includes any basket where its top serves as the bottom of the 1 above it,
or where 1 wall also serves an adjacent basket. When gabion Structures are more than 12-
feet high, the baskets shall have independent sides, ends, top, and bottom.
Each gabion shall be divided by diaphragms into cells the same length as horizontal
basket width. Diaphragms shall be made of the same mesh and gage as the basket body.
All perimeter and diaphragm edges shall be laced or clipped together so that joints
are at least as strong as the body of the mesh itself. The ends of the lacing shall be
anchored by 3 tight turns around the selvage wire.
8-24.3(3)E Filling Baskets
Baskets shall be filled with stone. The stone shall be placed and compacted to meet
the unit weight requirements of Section 8-24.3(3)F.
The stone shall be placed in compacted layers not more than 14-inches deep. If
cross-connecting wires are required, the Contractor shall adjust the number and depth of
layers so that wires occur between the compacted layers of stone.
8-24.3(3)F unit Weight Requirements and Test
The unit weight of the filled gabion basket shall be at least 100-pounds per cubic
foot. Should the unit weight be less than 100-pounds per cubic foot, the gabion will be
rejected and the Engineer will require the Contractor to conduct and pass additional unit
weight tests before completing other gabions.
The Contractor shall conduct either of the following unit weight tests to prove the
density of completed gabions:
1. A filled gabion basket shall be selected from the completed Structure and
weighed.
2. A gabion basket shall be filled with stone from a loaded truck that has been
weighed. After filling, the truck and unused stone shall be weighed again. The
difference between the 2 weights shall be used to determine the weight per
cubic foot of the stone in the gabion.
The Contractor shall conduct 1 unit weight test for each 500 cubic yards of gabions
placed. The Engineer may reduce the specified frequency of these tests provided the
specified minimum unit weight has been consistently achieved.
In conducting unit weight test 1 or 2, the Contractor shall provide and use scales
conforming to Section 1-09.2.
2010 Standard Specifications M 41-10 Page 8-107
ROck AND GRAVITy BlOck WAll AND GABION cRIBBING 8-24
8-24.3(3)G Gabion cribbing Erection
Each row or tier of baskets shall be reasonably straight and shall conform to
alignment and grade. Hexagonal mesh baskets shall be stretched endwise before filling.
The stone shall be carefully placed in layers, then tamped or vibrated. The last layer of
stones shall fill each basket completely so that the secured lid will rest upon the stones.
Each basket shall be laced securely to all adjacent baskets and its lid then laced or clipped
to the sides, ends, and diaphragms.
All selvage wires of ends of adjacent baskets shall be laced together. The bottom
selvage of the basket being constructed on a previously constructed basket shall be laced
to the top of that basket.
Backfilling behind or around gabions shall conform to Section 2-09.3(1)E.
8-24.4 Measurement
Rock for rock walls and backfill for rock walls will be measured by the ton of rock
actually placed.
Gabion cribbing will be measured by the calculated neat line volume of gabion
baskets in place, using the manufacturer’s stated dimensions.
Gravity block wall will be measured by the square foot of completed wall in place.
The vertical limits for measurement are from the bottom of the bottom layer of blocks to
the top of the top layer of blocks. The horizontal limits for measurement are from the end
of wall to the end of wall.
Construction geotextile will be measured by the square yard for the surface area
actually covered.
Structure excavation Class B, Structure excavation Class B including haul, and
shoring or extra excavation Class B, will be measured in accordance with Section 2-09.4.
8-24.5 Payment
Payment will be made in accordance with Section 1-04.1 for each of the following
Bid items that are included in the Proposal:
“Rock for Rock Wall”, per ton.
The unit Contract price per ton for “Rock for Rock Wall” shall also include
furnishing and installing chinking materials.
“Backfill for Rock Wall”, per ton.
“Gabion Cribbing”, per cubic yard.
“Gravity Block Wall”, per square foot.
“Construction Geotextile”, per square yard.
“Structure Excavation Class B”, per cubic yard.
“Structure Excavation Class B Incl. Haul”, per cubic yard.
“Shoring or Extra Excavation Class B”, per square foot.
Page 8-108 2010 Standard Specifications M 41-10
8-25 GlARE ScREEN
8-25 GlARE ScREEN
8-25.1 Description
This Work consists of furnishing and constructing glare screen of the types specified,
in accordance with the Plans, these Specifications, the Standard Plans, and as ordered by
the Engineer in accordance with Section 1-04.4.
Glare screen consists of diamond woven wire mesh fence of aluminum, galvanized
or aluminum coated steel wire, fabricated and placed to reduce glare from headlights of
opposing traffic or other adjacent light sources.
8-25.2 Materials
Materials shall meet the requirements of Section 9-16.6.
8-25.3 construction Requirements
8-25.3(1) Glare Screen Fabric
Glare screen fabric shall be placed on the face of the posts designated by the
Engineer. On curves, the fabric shall be placed on the face of the post that is on the
outside of the curve.
The fabric shall be stretched taut and securely fastened to the posts. Fastening to
end, corner, and pull posts shall be with stretcher bars and fabric bands spaced at 1-foot
intervals. The fabric shall be cut and each span attached independently at all pull and
corner posts. Fabric shall be securely fastened to line and brace posts with tie wires, metal
bands, or other approved methods, attached at 14-inch intervals. The top and bottom of
the fabric shall be fastened to the tension cable and tension wire with hog rings spaced at
24-inch intervals.
Rolls of wire fabric shall be joined by weaving a single strand into the end of the
rolls to form a continuous mesh.
8-25.3(2) Slats
The slats shall be fastened into the weave by using staples, screws, or other methods
as approved by the Engineer. Allowing the tension of the mesh to hold the slats in place
will not be permitted.
Slats broken or split during construction shall be removed and replaced by the
Contractor at no expense to the Contracting Agency.
8-25.3(3) Posts
Posts, other than for Type 1 Design A, shall be constructed in accordance with the
Standard Plans and applicable provisions of Section 8-12.3(1)A.
Posts for Type 1 Design A shall be bolted to the beam guardrail posts as detailed
in the Standard Plans. Drilling of the guardrail posts shall be done in such a manner to
ensure that the glare screen posts are set plumb and centered over the guardrail posts
unless otherwise directed.
All round posts for Type 1 Design B and Type 2 glare screen shall be fitted with a
watertight top securely fastened to the post. Line posts shall have tops designed to carry
the top cable.
2010 Standard Specifications M 41-10 Page 8-109
GlARE ScREEN 8-25
8-25.3(4) Tension Wire
Tension wires shall be attached to the posts as detailed in the Standard Plans or as
approved by the Engineer.
8-25.3(5) Tension cables
Fasten the tension cables after the posts have been installed and those set in concrete
have sufficiently cured.
The tension cable shall pass through the line post top, and 1 continuous length of
cable shall be used between the pull posts. Sufficient tension shall be applied to the cable
to allow a maximum sag of ¼-inch between posts after the chain link mesh has been
attached to the cable. The Contractor shall provide temporary bracing on pull posts when
applying tension to 1 length of cable at a time to prevent undue stresses on the pull post.
The cable shall be fastened to the top of the pull post with an eye bolt through the
post and a turnbuckle connecting the eye bolt to the cable. The top of the pull posts shall
be braced diagonally to the bottom of the end, corner, or brace posts with a short length
of cable as shown in the Plans. All turnbuckles shall have a minimum of 1-inch take-up
clearance after tensioning.
The ends of all cables shall be seized with annealed iron wire for a distance of at
least 1-inch.
Attach U-bolt wire rope clips to the cable ends by placing the base (saddle) of the
clip against the live end of the cable, while the “U” of the bolt presses against the dead
end. Two clips shall be used per end, spaced a minimum of 6-cable diameters apart with a
wire rope thimble placed securely in the loop eye to prevent kinking.
8-25.3(6) Fittings, Attachments and hardware
A galvanized iron strap ¼-inch in thickness by 2-inches in width, formed as shown
in the Plans, shall be provided for the attachment of eye bolts and eye nuts to the base
and top of the H column posts in order to take the strain of the cable tension off the web
of the H column. The straps are required between any tension cable fitting and the H
column, one per side, unless the screen post is mounted to a guardrail post. Then a strap
is only required on the outside (nut side) face. The straps are only required at tension
cable attachment locations.
8-25.4 Measurement
Measurement of glare screen will be by the linear foot of completed glare screen for
the particular type and design specified.
8-25.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal:
“Glare Screen Type 1 Design ____”, per linear foot.
“Glare Screen Type 2”, per linear foot.
Page 8-110 2010 Standard Specifications M 41-10
8-26 VAcANT
8-26 VAcANT
2010 Standard Specifications M 41-10 Page 8-111
VAcANT 8-27
8-27 VAcANT
Page 8-112 2010 Standard Specifications M 41-10
8-28 VAcANT
8-28 VAcANT
2010 Standard Specifications M 41-10 Page 8-113
WIRE MESh SlOPE PROTEcTION 8-29
8-29 WIRE MESh SlOPE PROTEcTION
8-29.1 Description
This Work consists of constructing wire mesh slope protection in accordance with
these Specifications and the details shown in the Standard Plans and in conformity with
the lines and dimensions shown in the Plans or established by the Engineer.
8-29.2 Materials
Materials shall meet the requirements of Section 9-16.4.
8-29.3 construction Requirements
8-29.3(1) Anchors
The Contractor shall install anchors of the type shown in conformance to the layout
shown in the Plans. The spacing and number of the anchors and wire ropes as shown
in the Plans are approximate only, and the Engineer will arrange the spacing in such a
manner as to hold the wire mesh against the slope. Backfill material shall be thoroughly
compacted.
8-29.3(2) Wire Rope Assembly
The wire rope assembly shall be in place before the wire mesh is attached.
The bottom wire rope shall not be tensioned. No wire rope splicing will be allowed.
8-29.3(3) Wire Mesh
The wire mesh shall be fastened to the completed wire rope assembly as shown in
the Plans. Hog rings on the vertical lap splices shall be placed in a single row centered
on the splice. Horizontal splices joining 2 rolls of mesh shall be made by removing a
horizontal end wire and reweaving through the ends of the fabric to form a continuous
mesh. All top and bottom laps shall be made by folding the mesh to the outside, away
from the slope, to avoid the possibility of falling material hanging up in the folds. The
bottom of the mesh shall be located so that material dislodged under the mesh can drain
freely from the bottom, yet will not flow or bounce onto the Roadway. The ends of all tie
wires shall be secured to the mesh with a minimum of 1½-turns.
The wire mesh shall not be tensioned in any direction, but is to remain loose so as
to increase its dampening effect on rolling rocks. The Contractor shall use care in the
handling and installing of the wire mesh and wire rope. Any mesh or wire rope damaged
due to the Contractor’s operations shall be replaced by the Contractor at no expense to the
Contracting Agency.
8-29.4 Measurement
Measurement of anchors will be per each for the completed anchor. Anchor types
will not be differentiated.
Galvanized wire mesh will be measured by the square foot of the completed area.
Galvanized wire rope will be measured by the linear foot of wire rope actually used
in the completed project.
8-29.5 Payment
Payment will be made in accordance with Section 1-04.1, for each of the following
Bid items that are included in the Proposal:
“Wire Mesh Slope Protection Anchor”, per each.
“Galvanized Wire Mesh”, per square foot.
“Galvanized Wire Rope”, per linear foot.
Page 8-114 2010 Standard Specifications M 41-10
8-29 WIRE MESh SlOPE PROTEcTION
2010 Standard Specifications M 41-10 Page 9-1
DIVISION 9
MATERIAlS
9-00 DEFINITIONS AND TESTS
9-00.1 Fracture
“Fractured aggregate is defined as an angular, rough, or broken surface of an
aggregate particle created by crushing, or by other means. A face is considered a
“fractured face” whenever one-half or more of the projected area, when viewed normal
to that face, is fractured with sharp and well-defined edges: this excludes small nicks.
9-00.2 Wood Waste
Wood waste is defined as all material which, after drying to constant weight,
has a specific gravity of less than 1.0.
9-00.3 Test for Mass of Galvanizing
At the option of the Engineer, the weight of zinc in ounce per square foot required
by the various galvanizing Specifications may be determined by an approved magnetic
thickness gage suitably checked and demonstrated for accuracy, in lieu of the other
methods specified.
9-00.4 Sieves for Testing Purposes
Test sieves shall be made of either: (1) woven wire cloth conforming to AASHTO
Designation M 92 or ASTM Designation E 11, or (2) square-hole, perforated plates
conforming to ASTM Designation E 323.
9-00.5 Dust Ratio
The dust ratio is defined as the percent of material passing the No. 200 sieve divided
by the percent of material passing the No. 40 sieve.
9-00.6 Sand/Silt Ratio
The sand/silt ratio is defined as the percent of material passing the No. 10 sieve
divided by the percent of material passing the No. 200 sieve.
9-00.7 Galvanized hardware, AAShTO M 232
An acceptable alternate to hot-dip galvanizing in accordance with AASHTO M 232
will be zinc coatings mechanically deposited in accordance with AASHTO M 298,
providing the minimum thickness of zinc coating is not less than that specified in
AASHTO M 232, and the process will not produce hydrogen embrittlement in the
base metal. Sampling and testing will be made by the Engineer in accordance with
commonly recognized national standards and methods used in the laboratory of the
Department of Transportation.
9-00.8 Sand Equivalent
The sand equivalent will be the average of duplicate determinations from a single
sample. The sand equivalent sample will be prepared in accordance with the WSDOT
Field Operating Procedure (FOP) for AASHTO T 176.
For acceptance, there must be a clear line of demarcation. If no clear line of
demarcation has formed at the end of a 30 minute sedimentation period, the material
will be considered as failing to meet the minimum specified sand equivalent.
Page 9-2 2010 Standard Specifications M 41-10
9-00 DEFINITIONS AND TESTS
9-00.9 Field Test Procedures
Field test procedures may be either a WSDOT Standard Operating Procedure
(SOP) or a Field Operating Procedure (FOP) for an AASHTO, ASTM, or WAQTC test
procedure. A Field Operating Procedure is a technically equivalent abridged version of
an AASHTO, ASTM or WAQTC test procedure for use in field conditions. References to
manuals containing all of these tests and procedures can be found in Section 1-06.2(1).
2010 Standard Specifications M 41-10 Page 9-3
PORTlAND cEMENT 9-01
9-01 PORTlAND cEMENT
9-01.1 Types of cement
Cement shall be classified as Portland cement or blended hydraulic cement.
9-01.2 Specifications
9-01.2(1) Portland cement
Portland cement shall meet the requirements of AASHTO M 85 or ASTM C 150
Types I, II, or III Portland cement, except that the cement shall not contain more than
0.75-percent alkalies by weight calculated as Na20 plus 0.658 K20 and the content
of Tricalcium aluminate (C3A) shall not exceed 8-percent by weight calculated as
2.650A1203 minus 1.692Fe203. Processing additions shall meet the requirements of ASTM
C 465 and the total amount of processing additions used shall not exceed 1-percent of the
weight of Portland cement clinker. Cement kiln dust may be used as a process addition
above 1-percent but not exceed 4-percent of the weight of Portland cement clinker When
process additions greater than 1-percent are used, the type and amount of processing
additions used shall be shown on mill test reports.
The time of setting shall be determined by the Vicat Test method per AASHTO
T 131 or ASTM C 191.
9-01.2(2) Vacant
9-01.2(3) low Alkali cement
When the Special Provisions state that low alkali cement shall be used, the
percentage of alkalis in the cement shall not exceed 0.60 percent by weight calculated
as Na20 plus 0.658 K20. This limitation shall apply to all types of Portland cement.
9-01.2(4) Blended hydraulic cement
Blended hydraulic cement shall be either Type IP or Type IS) cement conforming
to AASHTO M 240 or ASTM C-595, except that the blended hydraulic cement shall
not contain more than 0.75-percent alkalis by weight calculated as Na20 plus 0.658
K20 and the content of Tricalcium aluminate (C3A) shall not exceed 8-percent by
weight calculated as 2.650A1203 minus 1.692Fe203 and meet the following additional
requirements:
1. Type IP(X), Portland Pozzolan Cement, where (X) dictates pozzolan
percentage.
Type IP (X), Portland Pozzolan Cement, shall be Portland cement and
Pozzolan and the pozzolan shall be limited to fly ash or ground granulated
blast furnace slag. Fly ash is limited to a maximum of 35-percent by weight of
the cementitious material. Ground granulated blast furnace slag is limited to a
maximum of 40-percent by weight of the cementitious material.
2. Type IS(X), Portland Blast Furnace Slag Cement, where (X) dictates slag
percentage.
Type IS(X), Portland Slag Cement, shall be Portland Cement and ground
granulated blast furnace slag. The addition of ground granulated blast furnace
slag shall be limited to a maximum of 40-percent by weight of the cementitious
material.
The source and weight of the fly ash or ground granulated blast furnace slag shall be
certified on the cement mill test certificate and shall be reported as a percent by weight
of the total cementitious material. The fly ash or ground granulated blast furnace slag
constituent content in the finished cement will not vary morethan plus or minus 5 percent
by weight of the finished cement from the certified value.
Page 9-4 2010 Standard Specifications M 41-10
9-01 PORTlAND cEMENT
Fly ash shall meet the requirements of Section 9-23.9 of these Standard
Specifications.
Ground granulated blast furnace slag shall meet the requirements of Section 9-23.10
of these Standard Specifications.
9-01.3 Tests and Acceptance
Cement may be accepted by the Engineer based on the Manufacturer’s Mill Test
Report number indicating full conformance to the Specifications. All shipments of the
cement to the Contractor or concrete supplier shall identify the applicable Mill Test
Report Number. The concrete supplier or Contractor shall provide mill test identification
on all concrete deliveries.
Cement producers, importers/distributors, and suppliers that certify Portland cement
or blended cement shall participate in the Cement Acceptance Program as described
in WSDOT Standard Practice QC 1.
Each mixing facility or plant utilizing Portland cement shall be equipped with a
suitable means or device for obtaining a representative sample of the cement. The device
shall enable the sample to be readily taken in proximity to the cement weigh hopper and
from a container or conveyor holding only cement.
Cement may be tested using samples taken at the job site by the Engineer for
submission to the State Materials Laboratory for testing.
9-01.4 Storage on the Work Site
The cement shall be stored on the site in a manner as to permit easy access for
inspection and identification.
Cement shall be adequately protected at all times from rain and dampness. Cement
which, in the opinion of the Engineer, contains lumps that will not be pulverized in the
mixer shall be rejected.
Type III Portland cement stored by the Contractor for a period longer than 30 days,
or Types I or II Portland cement stored by the Contractor for a period longer than
60 days, shall be held for retest. If the cement has lost strength during the period of
storage, as shown by tests of the Contracting Agency, sufficient additional cement shall
be added to the mix at the Contractor’s expense to overcome such loss, or the cement
may be rejected. The amount of cement to be added to the mix shall be determined by
the Engineer.
2010 Standard Specifications M 41-10 Page 9-5
BITuMINOuS MATERIAlS 9-02
9-02 BITuMINOuS MATERIAlS
9-02.1 Asphalt Material, General
Asphalt furnished under these Specifications shall not have been distilled at a
temperature high enough to injure by burning or to produce flecks of carbonaceous
matter, and upon arrival at the Work, shall show no signs of separation into lighter and
heavier components.
The Asphalt Supplier of Performance Graded Asphalt Binder (PGAB) and Cationic
Emulsified Asphalt shall have a Quality Control Plan (QCP) in accordance with WSDOT
QC 2 “Standard Practice for Asphalt Suppliers That Certify Performance Graded and
Emulsified Asphalts.” The Asphalt Supplier’s QCP shall be submitted and approved by
the WSDOT State Materials Laboratory. Any change to the QCP will require a new QCP
to be submitted. The Asphalt Supplier of PGAB and Cationic Emulsified Asphalt shall
certify through the Bill of Lading that the PGAB or Cationic Emulsified Asphalt meets
the Specification requirements of the Contract.
9-02.1(1) Vacant
9-02.1(2) Vacant
9-02.1(3) Vacant
9-02.1(4) Performance Graded Asphalt Binder (PGAB)
PGAB meeting the requirements of AASHTO M 320 Table 1 of the grades specified
in the Contract shall be used in the production of HMA. The Direct Tension Test
(AASHTO T 314) of M 320 is not a Specification requirement.
9-02.1(4)A Vacant
9-02.1(5) Vacant
9-02.1(6) Cationic Emulsified Asphalt
See table 9-02.1(6).
Page 9-6 2010 Standard Specifications M 41-10
9-02 BITuMINOuS MATERIAlS
Table 9-02.1(6) - Cationic Emulsified AsphaltGradeTypeAASHTO Test MethodRapid SettingMedium SettingSlow SettingSpecial TackCRS-1 CRS-2 CMS-2S CMS-2 CMS-2h CSS-1 CSS-1h STE-1Min. Max Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. Min. Max.Tests on Emulsions:Viscosity Saybolt Furol S @ 77ºF (25 °C)T 59 — — — — — — — — — — 20 100 20 100 — 30Viscosity SayboltFurol S @ 122ºF (50 °C)T 59 20 100 150 400 50 450 50 450 50 450 — — — — — —Storage stability test 1 day %T 59 — 1 — 1 — 1 — 1 — 1 — 1 — 1 — 1Demulsibility 35 ml0.8% sodium dioctylsulfosuccinate, %aT 59 40 — 40 — — — — — — — — — — — 25 —Coating ability & water resistance:Coating, dry aggregateT 59 — — — — Good — Good — Good — — — — — — —Coating, after sprayingT 59 — — — — Fair — Fair — Fair — — — — — — —Coating, wet aggregateT 59 — — — — Fair — Fair — Fair — — — — — — —Coating, after sprayingT 59 — — — — Fair — Fair — Fair — — — — — — —
2010 Standard Specifications M 41-10 Page 9-7
BITuMINOuS MATERIAlS 9-02
Table 9-02.1(6) - Cationic Emulsified Asphalt (Continued)GradeTypeAASHTO Test MethodRapid SettingMedium SettingSlow SettingSpecial TackCRS-1 CRS-2 CMS-2S CMS-2 CMS-2h CSS-1 CSS-1h STE-1Min. Max Min. Max Min. Max Min. Max Min. Max Min. Max Min. Max Min. MaxParticle charge testT 59 Pos Pos Pos Pos Pos PosbPosbPosSieve Test, %T 59 — 0.10 — 0.10 — 0.10 — 0.10 — 0.10 — 0.10 — 0.10 — 0.10Cement mixing test, %T 59 — — — — — — — — — — — 2.0 — 2.0 — —Distillation:Oil distillate by vol. of emulsions %T 59 — 3 1.5 3 — 20 — 12 — 12 — — — — — 5Residue, %T 59 60 — 65 — 60 — 65 — 65 — 57 — 57 — 45 —Tests on residue from distillation tests:Penetration, 77ºF (25° C) T 49 100 250 100 250 100 250 100 250 40 90 100 250 40 90 100 200Ductility, 77ºF (25° C) 5 cm/min., cmT 51 40 — 40 — 40 — 40 — 40 — 40 — 40 — 40 —Solubility in trichloroethylene, %T 44 97.5 — 97.5 — 97.5 — 97.5 — 97.5 — 97.5 — 97.5 — 97.5 —a The demulsibility test shall be made within 30 days from date of shipment.b If the particle charge test for CSS-1 and CSS-1h is inconclusive, material having a maximum pH value of 6.7 will be acceptable.
Page 9-8 2010 Standard Specifications M 41-10
9-02 BITuMINOuS MATERIAlS
9-02.1(6)A Polymerized Cationic Emulsified Asphalt CRS-2P
The asphalt CRS-2P shall be a polymerized cationic emulsified asphalt. The polymer
shall be milled into the asphalt or emulsion during the manufacturing of the emulsion.
The asphalt CRS-2P shall meet the following Specifications:
AASHTO Test
Method
Specifications
Minimum Maximum
Viscosity @122ºF, SFS T 59 100 400
Storage Stability 1 day %T 59 ---1
Demulsibility 35 ml. 0.8% Dioctyl Sodium
Sulfosuccinate T 59 40 ---
Particle Charge T 59 positive ---
Sieve Test %T 59 ---0.30
Distillation
Oil distillate by vol. of emulsion %T 59note 1 0 3
Residue T 59note 1 65 ---
Test on the Residue From Distillation
Penetration @77ºF T 49 100 250
Torsional Recovery % note 2 18 ---
or
Toughness/Tenacity in-lbs note 3 50/25 ---
note 1 Distillation modified to use 300 grams of emulsion heated to 350ºF ± 9ºF and maintained for 20 minutes.
note 2 The Torsional Recovery test shall be conducted according to the California Department of Transportation Test
Method No. 332. The residue material for this test shall come from California Department of Transportation Test
Method No. 331.
note 3 Benson method of toughness and tenacity; Scott tester, inch-pounds at 77ºF, 20 in. per minute pull. Tension
head ⅞ in. diameter.
At the option of the supplier the Benson Toughness/Tenacity test can be used in
lieu of Torsional Recovery based on type of modifier used. If the Benson Toughness/
Tenacity method is used for acceptance the supplier must supply all test data verifying
Specification conformance.
9-02.1(7) Vacant
9-02.1(8) Flexible Bituminous Pavement Marker Adhesive
Flexible bituminous pavement marker adhesive is a hot melt thermoplastic
bituminous material used for bonding raised pavement markers and recessed pavement
markers to the pavement.
The adhesive material shall conform to the following requirements:
Property Test Method Requirement
Penetration, 77ºF, 100g, 5 sec, dmm AASHTO T 49 30 Max.
Softening Point, F AASHTO T 53 200 Min.
Rotational Thermosel Viscosity, cP,
#27 spindle, 20 RPM, 400ºF
AASHTO T 316 5000 Max.
Ductility, 77ºF, 5 cm/minute, cm AASHTO T 51 15 Min.
Ductility, 39.2ºF, 1 cm/minute, cm ASTM D 51 5 Min.
Flexibility, 1", 20ºF, 90 deg. Bend,
10 sec., ⅛"× 1" × 6" specimen
ASTM D 3111 NOTE 1 Pass
2010 Standard Specifications M 41-10 Page 9-9
BITuMINOuS MATERIAlS 9-02
Flexible bituminous adhesive shall develop bond pull-off strength greater than 50 psi
when tested in accordance with WSDOT T-426.
Note 1: Flexibility test is modified by bending specimen through an arc of
90 degrees at a uniform rate in 10 seconds over a 1-inch diameter mandrel.
9-02.1(9) coal Tar Pitch Emulsion, cationic Asphalt Emulsion Blend Sealer
Bituminous asphalt seal coat material shall be a blend of 20 percent Coal Tar Pitch
Emulsion, and 80 percent Cationic Asphalt Emulsion, together with specified additives,
minerals and sand aggregate.
The Coal Tar Pitch Emulsion component shall conform to all requirements of
Federal Specification RP-355E. The emulsion shall be prepared from straight run, high
temperature, coke oven tar meeting the requirements of Federal Specification RC 1424.
The Cationic Emulsified Asphalt component shall be CSS-1h grade emulsion,
meeting the requirements of Section 9-02.1(6), Cationic Emulsified Asphalt.
The blended emulsion shall be homogeneous and shall show no separation or
coagulation of components that cannot be overcome by moderate stirring. It shall be
capable of being applied completely by squeegee, brush, or other approved mechanical
methods to the surface of bituminous pavements when spread at the specified rates.
9-02.2 Sampling and Acceptance
9-02.2(1) Certification of Shipment
Bituminous materials may be accepted by the Engineer based on the asphalt
binder supplier’s Certification of Compliance incorporated in their Bill of Lading.
The Certification will include a statement certifying Specification compliance for the
product shipped. Failure to provide this Certification with the shipment shall be cause for
rejection of the material. The following information is required on the Bill of Lading:
1. Date
2. Contract Number and/or Project Name
3. Grade of Commodity and Certification of Compliance
4. Anti-strip Type
5. Percent Anti-strip
6. Mass (Net Tons)
7. Volume (Gross Gallons)
8. Temperature of Load (F)
9. Bill of Lading Number
10. Consignee and Delivery Point
11. Signature of Supplier’s Representative
12. Supplier (Bill of Lading Generator)
13. Supplier’s Address
14. Refiner
15. Refiner’s Location
The Bill of Lading shall be supplied at the time of shipment of each truck load, truck
and trailer, or other lot of asphalt binder. In addition to the copies the Contractor requires,
one copy of the Bill of Lading including the Certification Statement shall be sent with the
shipment for agency use.
Page 9-10 2010 Standard Specifications M 41-10
9-02 BITuMINOuS MATERIAlS
9-02.2(2) Samples
When requested by the Engineer, the asphalt supplier shall ship, by prepaid express
or U.S. mail, samples of asphalt that represent current production.
9-02.3 Temperature of Asphalt
The temperature of paving asphalts in storage tanks when loaded for transporting
shall not exceed the maximum temperature recommended by the asphalt binder
manufacturer.
9-02.4 Anti-Stripping Additive
When directed by the Engineer, heat-stable anti-stripping additive shall be added to
the asphalt mix. At the option of the Contractor, the anti-stripping additive can be either
added to the liquid asphalt or sprayed on the aggregate on the cold feed. Once the process
and type of anti-stripping additive proposed by the Contractor have been approved by
the State Materials Laboratory, the process, brand, grade, and amount of anti-stripping
additive shall not be changed without approval of the Engineer.
When liquid anti-stripping additive is added to the liquid asphalt, the amount will be
designated by the Engineer, but shall not exceed 1 percent by weight of the liquid asphalt.
When polymer additives are sprayed on the aggregate, the amount will be designated
by the Engineer, but shall not exceed 0.67 percent by weight of the aggregate.
The use of another process or procedure for adding anti-stripping additive to
the asphalt mix will be considered based on a proposal from the Contractor.
9-02.5 Warm Mix Asphalt (WMA) Additive
Additives for WMA shall be approved by the Engineer.
2010 Standard Specifications M 41-10 Page 9-11
AGGREGATES 9-03
9-03 AGGREGATES
9-03.1 Aggregates for Portland cement concrete
9-03.1(1) General Requirements
Portland cement concrete aggregates shall be manufactured from ledge rock, talus,
or sand and gravel in accordance with the provisions of Section 3-01.
The material from which concrete aggregate is manufactured shall meet the
following test requirements:
Los Angeles Wear, 500 Rev. 35 max.
Degradation Factor (Structural and Paving Concrete) 30 min.
Degradation Factor (Other as defined in 6-02.3(2)B 20 min.
Aggregates tested in accordance with AASHTO T 303 with expansion greater than
0.20 percent are Alkali Silica Reactive (ASR) and will require mitigating measures.
Aggregates tested in accordance with ASTM C 1293 with expansion greater than
0.04 percent are Alkali Silica Reactive (ASR) and will require mitigating measures.
Aggregates for use in Commercial Concrete as defined in 6-02.3(2)B shall not
require mitigation.
Mitigating measures for aggregates with expansions from 0.21 to 0.45 percent,
when tested in accordance with AASHTO T 303, may be accomplished by using low
alkali cement as per 9-01.2(3) or by using 25% Class F fly ash by total weight of the
cementitious materials. The Contractor may submit an alternative mitigating measure
through the Project Engineer to the State Materials Laboratory for approval along with
evidence in the form of test results from ASTM C 1567 that demonstrate the mitigation
when used with the proposed aggregate controls expansion to 0.20 percent or less. The
agency may test the proposed ASR mitigation measure to verify its effectiveness. In the
event of a dispute, the agency’s results will prevail.
Mitigating measures for aggregates with expansions greater than 0.45 percent
when tested in accordance with AASHTO T-303 shall include the use of low alkali
cement per 9-01.2(3) and may include the use of fly ash, lithium compound admixtures,
ground granulated blast furnace slag or other material as approved by the Engineer. The
Contractor shall submit evidence in the form of test results from ASTM C 1567 through
the Project Engineer to the State Materials Laboratory that demonstrate the proposed
mitigation when used with the aggregates proposed will control the potential expansion
to 0.20 percent or less before the aggregate source may be used in concrete. The agency
may test the proposed ASR mitigation measure to verify its effectiveness. In the event of
a dispute, the agency’s results will prevail.
The use of fly ash that does not meet the requirements of Table 2 of AASHTO
M 295 may be approved for use. The Contractor shall submit test results according
to ASTM C 1567 through the Project Engineer to the State Materials Laboratory that
demonstrate that the proposed fly ash when used with the proposed aggregates and
Portland cement will control the potential expansion to 0.20-percent or less before the fly
ash and aggregate sources may be used in concrete. The Contracting Agency may test the
proposed ASR mitigation measure to verify its effectiveness. In the event of a dispute, the
Contracting Agency’s results will prevail.
Passing petrographic analysis (ASTM C 295) accepted by WSDOT prior
to August 1, 2005, is acceptable as proof of mitigation until the aggregate source
is reevaluated.
ASTM C 1293 sampling and testing must be coordinated through the WSDOT
State Materials Laboratory, Documentation Section utilizing the ASA (Aggregate Source
Approval) process. Cost of sampling, testing, and processing will be borne by the
source owner.
Page 9-12 2010 Standard Specifications M 41-10
9-03 AGGREGATES
9-03.1(2) Fine Aggregate for Portland cement concrete
Fine aggregate shall consist of sand or other inert materials, or combinations thereof,
approved by the Engineer, having hard, strong, durable particles free from adherent
coating. Fine aggregate shall be washed thoroughly to remove clay, loam, alkali, organic
matter, or other deleterious matter.
9-03.1(2)A Deleterious Substances
The amount of deleterious substances in the washed aggregate shall not exceed the
following values:
1. Particles of specific gravity less than 1.95 ..... 1.0 percent by weight.
2. Organic matter, by colorimetric test, shall not be darker than the reference
standard color (organic plate No. 3) AASHTO T 21 unless other tests prove a
darker color to be harmless.
9-03.1(2)B Grading
Fine aggregate shall be graded to conform to the following requirements expressed
as percentages by weight:
Class 1
Percent Passing
Class 2
Percent Passing
Sieve Size Min. Max. Min. Max.
⅜″100 100
No. 4 95 100 95 100
No. 8 68 86 --- ---
No. 16 47 65 45 80
No. 30 27 42 --- ---
No. 50 9 20 10 30
No. 100 0 7 2 10
No. 200 0 2.5 0 2.5
For fine aggregate Class 1, individual test variations under the minimum or over the
maximum will be permitted as follows, provided the average of three consecutive tests is
within the Specification limits:
Sieve Size Permissible Percent of
Variation in Individual Tests
No. 30 and coarser 2
No. 50 and finer 0.5
Within the gradation limits for fine aggregate Class 2, uniformity of gradation
shall be limited to a range of plus or minus 0.20 of the reference fineness modulus. The
reference fineness modulus shall be determined from a representative sample from the
proposed source as submitted by the Contractor.
9-03.1(2)c use of Substandard Gradings
Fine aggregate with more than the maximum percentage passing any sieve may
be accepted provided the cement content of the finished concrete is increased at the
Contractor’s expense, ⅓ percent for each 1 percent the fine aggregate passing each sieve
is in excess of the maximum.
Under no circumstances shall fine aggregate Class 1 be used which has a grading
finer than the following:
2010 Standard Specifications M 41-10 Page 9-13
AGGREGATES 9-03
Sieve Size Percent Passing
No. 8 95
No. 16 80
No. 30 60
No. 50 25
No. 200 2.5
All percentages are by weight.
9-03.1(3) Vacant
9-03.1(4) coarse Aggregate for Portland cement concrete
Coarse aggregate for concrete shall consist of gravel, crushed stone, or other inert
material or combinations thereof having hard, strong, durable pieces free from adherent
coatings. Coarse aggregate shall be washed to remove clay, silt, bark, sticks, alkali,
organic matter, or other deleterious material.
9-03.1(4)A Deleterious Substances
The amount of deleterious substances shall not exceed the following values:
Amount finer than No. 200 1.00 percent by weight
Pieces of specific gravity less than 1.95 2.00 percent by weight
Clay lumps 0.50 percent by weight
Shale 2.00 percent by weight
Wood waste 0.05 percent by weight
For coarse aggregate with a minimum single face fracture content of 25 percent
by weight, the material finer than the No. 200 sieve may increase to a maximum of
1.5 percent by weight. The fracture requirement shall be at least one fractured face and
will apply to the combined aggregate retained on the No. 4 sieve in accordance with FOP
for AASHTO TP 61.
9-03.1(4)B Vacant
9-03.1(4)c Grading
Coarse aggregate for Portland cement concrete when separated by means of
laboratory sieves shall conform to one or more of the following gradings as called for
elsewhere in these Specifications, Special Provisions, or in the Plans:
Passing
AASHTO
Grading
No. 467
AASHTO
Grading
No. 4
AASHTO
Grading
No. 57
AASHTO
Grading
No. 67
AASHTO
Grading
No. 7
AASHTO
Grading
No. 8
Sieve Size Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. Min. Max.
2″ 100 — 100 -- — — — — — — — —
1½″95 100 90 100 100 — — — — — — —
1″— — 20 55 95 100 100 — — — — —
¾″35 70 0 15 — — 90 100 100 — — —
½″— — -- -- 25 60 — — 90 100 100 —
⅜″10 30 0 5 — — 20 55 40 70 85 100
No. 4 0 5 -- -- 0 10 0 10 0 15 10 30
No. 8 — — -- -- 0 5 0 5 0 5 0 10
No. 16 — — -- -- — — — — — — 0 5
All percentages are by weight.
Page 9-14 2010 Standard Specifications M 41-10
9-03 AGGREGATES
In individual tests, a variation of four under the minimum percentages or over the
maximum percentages will be permitted, provided the average of three consecutive tests
is within the Specification limits. Coarse aggregate shall contain no piece of greater size
than two times the maximum sieve size for the specified grading measured along the line
of greatest dimension.
When the Engineer approves, the coarse aggregate may be blended from other
sizes if:
1. The resulting aggregate meets all requirements for the approved grading;
2. Each size used makes up at least 5 percent of the blend; and
3. The Contractor supplies the Engineer with gradings for the proposed sizes,
along with their proper proportions.
9-03.1(5) combined Aggregate Gradation for Portland cement concrete
As an option to using Coarse and Fine graded aggregates for Portland Cement
Concrete, aggregate gradation may consist of a combined gradation. Aggregates shall
consist of sand, gravel, crushed stone, or other inert material or combinations thereof,
having hard, strong durable particles free from adherent coatings. Aggregates shall be
washed to remove clay, loam, alkali, organic matter, silt, bark, sticks, or other deleterious
matter.
9-03.1(5)A Deleterious Substances
The amount of deleterious substances in the washed aggregate shall not exceed the
following values:
1. Particles of specific gravity less than 1.95 2.0 percent by weight
2. Organic matter, by colorimetric test, shall not be darker than the reference
Standard color (organic plate No. 3) AASHTO T21 unless other tests prove
a darker color to be harmless.
3. Aggregates retained on the No. 4 sieve shall not have a percentage of wear in
Los Angeles machine in excess of 35 after 500 revolutions.
4. Clay lumps 0.3 percent by weight
5. Shale 1.00 percent by weight
6. Wood Waste 0.03 percent by weight
7. Amount finer than No. 200 sieve 2.0 percent by weight
9-03.1(5)B Grading
If a nominal maximum aggregate size is not specified, the Contractor shall determine
the nominal maximum aggregate size, using ACI 211.1 as a guide. In no case will the
maximum aggregate size exceed one-fifth of the narrowest dimension between sides of
the forms, one-third the depth of slabs, nor three-fourths of the minimum clear spacing
between individual reinforcing bars, bundles of bars, or pretensioning strands.
The combined aggregate shall conform to the following requirements based upon
the nominal maximum aggregate size.
2010 Standard Specifications M 41-10 Page 9-15
AGGREGATES 9-03
Nominal
Maximum
Aggregate Size
3 2-½2 1-½ 1 ¾ ½⅜No. 4
3½″ 100
3″ 93-100* 100
2½″92-100* 100
2″ 76-90 90-100* 100
1½″ 66-79 71-88 87-100* 100
1″ 54-66 58-73 64-83 82-100* 100
¾″ 47-58 51-64 55-73 62-88 87-100* 100
½″ 38-48 41-54 45-61 57-83 81-100* 100
⅜″ 33-43 35-47 39-54 43-64 60-88 86-100* 100
No. 4 22-31 24-34 26-39 29-47 34-54 41-64 48-73 68-100*
No. 8 15-23 16-25 17-29 19-34 22-39 27-47 31-54 39-73
No. 16 9-17 10-18 11-21 12-25 14-29 17-34 20-39 24-54 28-73
No. 30 5-12 6-14 6-15 7-18 8-21 9-25 11-29 13-39 16-54
No. 50 2-9 2-10 3-11 3-14 3-15 4-18 5-21 6-29 7-39
No. 100 0-7 0-7 0-8 0-10 0-11 0-14 0-15 0-21 0-29
No. 200 0-2.0 0-2.0 0-2.0 0-2.0 0-2.0 0-2.0 0-2.0 0-2.0 0-2.5
* Nominal Maximum Size
All percentages are by weight.
Nominal maximum size for concrete aggregate is defined as the smallest standard
sieve opening through which the entire amount of the aggregate is permitted to pass.
Standard sieve sizes shall be those listed in ASTM C 33.
The Contracting Agency may sample each component aggregate prior to
introduction to the weigh batcher or as otherwise determined by the Engineer. Each
separate component will be sieve analyzed alone per AASHTO Test Method T-11/27.
All material components will be mathematically re-combined by proportions (Weighted
Average), supplied by the Contractor.
9-03.2 Aggregate for Job-Mixed Portland cement Mortar
Fine aggregate for Portland cement mortar shall consist of sand or other inert
materials, or combinations thereof, approved by the Engineer, having hard, strong,
durable particles free from adherent coating. Fine aggregate shall be washed thoroughly
to remove clay, loam, alkali, organic matter, or other deleterious matter.
The amount of deleterious substances in the washed aggregate shall not exceed the
limit specified in Section 9-03.1(2)A.
Page 9-16 2010 Standard Specifications M 41-10
9-03 AGGREGATES
9-03.2(1) Grading for Surface Finishing Applications
Fine aggregate shall be graded to conform to the following requirements expressed
as percentage by weight:
Percent Passing
Natural Sand Manufactured Sand
Sieve min max min max
No. 4 100 100 100 100
No. 8 90 100 90 100
No. 16 60 90 60 90
No. 30 35 70 35 70
No. 50 10 30 20 40
No. 100 0 5 10 25
No. 200 0 3 0 10
9-03.2(2) Grading for Masonry Mortar Applications
Fine aggregate shall be graded to conform to the following requirements expressed
as percentage by weight:
Percent Passing
Natural Sand Manufactured Sand
Sieve min max min max
No. 4 100 100 100 100
No. 8 95 100 95 100
No. 16 70 100 70 100
No. 30 40 75 40 75
No. 50 10 35 20 40
No. 100 2 15 10 25
No. 200 0 5 0 10
9-03.3 Vacant
9-03.4 Aggregate for Bituminous Surface Treatment
9-03.4(1) General Requirements
Aggregate for bituminous surface treatment shall be manufactured from ledge
rock, talus, or gravel, in accordance with Section 3-01, which meets the following test
requirements:
Los Angeles Wear, 500 Rev. 35% max.
Degradation Factor 30 min.
9-03.4(2) Grading and Quality
Aggregate for bituminous surface treatment shall conform to the requirements in the
table below for grading and quality. The particular type or grading to be used shall be as
shown in the Plans. All percentages are by weight.
The material shall meet the requirements for grading and quality when placed in
hauling vehicles for delivery to the roadway, or during manufacture and placement into
a temporary stockpile. The exact point of acceptance will be determined by the Engineer.
2010 Standard Specifications M 41-10 Page 9-17
AGGREGATES 9-03
Crushed Screening Percent Passing
¾″-½″ ⅝″-No. 4 ½″-No. 4 ⅜″-No. 4 ⅜″-No. 10 No. 4-0
1″100 --- ------ ---
¾″ 95-100 100 ------ ---
⅝″ --- 95-100 100 --- ---
½″0-20 --- 90-100 100 100 ---
⅜″0-5 --- 60-85 70-90 90-100 100
No. 4 --- 0-10 0-3 0-5 0-20 76-100
No. 10 --- 0-3 0-5 30-60
No. 200 0-1.5 0-1.5 0-1.5 0-1.5 0-1.5 0-10.0
% fracture, by
weight, min.90 90 90 90 90 90
All percentages are by weight.
The fracture requirement shall be at least one fractured face and will apply
to the combined aggregate retained on the No. 4 sieve in accordance with FOP for
AASHTO TP 61.
The finished product shall be clean, uniform in quality, and free from wood, bark,
roots, and other deleterious materials.
Crushed screenings shall be substantially free from adherent coatings. The presence
of a thin, firmly adhering film of weathered rock shall not be considered as coating unless
it exists on more than 50 percent of the surface area of any size between successive
laboratory sieves.
The portion of aggregate for bituminous surface treatment retained on a No. 4 sieve
shall not contain more than 0.1 percent deleterious materials by weight.
Fine aggregate used for choke stone applications meeting the grading requirements
of Section 9-03.1(2)B may be substituted for the No. 4-0 gradation.
9-03.5 Vacant
9-03.6 Aggregates for Asphalt Treated Base (ATB)
9-03.6(1) General Requirements
Aggregates for asphalt treated base shall be manufactured from ledge rock, talus,
or gravel, in accordance with the provisions of Section 3-01, that meet the following
test requirements:
Los Angeles Wear, 500 Rev. 30% max.
Degradation Factor 15 min.
9-03.6(2) Grading
Aggregates for asphalt treated base shall meet the following requirements
for grading:
Sieve Size Percent Passing
2″100
½″56-100
No. 4 32-72
No. 10 22-57
No. 40 8-32
No. 200 2.0-9.0
All percentages are by weight.
Page 9-18 2010 Standard Specifications M 41-10
9-03 AGGREGATES
9-03.6(3) Test Requirements
When the aggregates are combined within the limits set forth in Section 9-03.6(2)
and mixed in the laboratory with the designated grade of asphalt, the mixture shall be
capable of meeting the following test values:
% of Theoretical Maximum Specific
Gravity (GMM) (approximate) 93@ 100 gyrations
WSDOT Test Method T 718 Pass
The sand equivalent value of the mineral aggregate for asphalt treated base shall not
be less than 35.
9-03.7 Vacant
9-03.8 Aggregates for hot Mix Asphalt
9-03.8(1) General Requirements
Aggregates for hot mix asphalt shall be manufactured from ledge rock, talus, or
gravel, in accordance with the provisions of Section 3-01. The material from which they
are produced shall meet the following test requirements:
Los Angeles Wear, 500 Rev. 30% max.
Degradation Factor, Wearing Course 30 min.
Degradation Factor, Other Courses 20 min.
Aggregates shall be uniform in quality, substantially free from wood, roots, bark,
extraneous materials, and adherent coatings. The presence of a thin, firmly adhering
film of weathered rock will not be considered as coating unless it exists on more than
50 percent of the surface area of any size between consecutive laboratory sieves.
Aggregate removed from deposits contaminated with various types of wood waste
shall be washed, processed, selected, or otherwise treated to remove sufficient wood
waste so that the oven dried material retained on a No. 4 sieve shall not contain more than
0.1 percent by weight of material with a specific gravity less than 1.0.
9-03.8(2) hMA Test Requirements
Aggregate for HMA shall meet the following test requirements:
1. Vacant
2. The fracture requirements for the combined coarse aggregate shall apply to the
material retained on the No. 4 sieve and above, when tested in accordance with
FOP for AASHTO TP 61.
ESAL’s (millions)# Fractured Faces % Fracture
< 10 1 or more 90
≥ 10 2 or more 90
3. The uncompacted void content for the combined fine aggregate is tested in
accordance with WSDOT Test Method for AASHTO T 304, Method A. The
minimum percent voids shall be as required in the following table:
Traffic HMA Evaluation
ESAL’s (millions)Statistical &
Nonstiatistical Commercial
< 3 40 40
≥ 3 44 40
4. The minimum sand equivalent for the aggregate shall be 45.
2010 Standard Specifications M 41-10 Page 9-19
AGGREGATES 9-03
The mix design shall produce HMA mixtures when combined within the limits
set forth in Section 9-03.8(6) and mixed in the laboratory with the designated grade of
asphalt binder, using the Superpave gyratory compactor in accordance with WSDOT
FOP for AASHTO T 312, and at the required gyrations for N initial, N design, and N
maximum with the following properties:
HMA Class
⅜-inch ½-inch ¾-inch 1-inch
Mix Criteria Min. Max. Min. Max. Min. Max. Min. Max.
Voids in Mineral
Aggregate (VMA), %15.0 14.0 13.0 12.0
Voids Filled with Asphalt (VFA), %
ESAL’s (millions)VFA
< 0.3 70 80 70 80 70 80 67 80
0.3 to < 3 65 78 65 78 65 78 65 78
3 to < 10 73 76 65 75 65 75 65 75
10 to < 30 73 76 65 75 65 75 65 75
≥ 30 73 76 65 75 65 75 65 75
Dust/Asphalt Ratio 0.6 1.6 0.6 1.6 0.6 1.6 0.6 1.6
Stripping Evaluation,
WSDOT Test Method T 718 Pass Pass Pass Pass
ESAL’s
(millions)N initial N design N maximum
% Gmm
< 0.3 ≤ 91.5 96.0 ≤ 98.0
0.3 to < 3 ≤ 90.5 96.0 ≤ 98.0
≥ 3 ≤ 89.0 96.0 ≤ 98.0
Gyratory Compaction
(number of gyrations)
< 0.3 6 50 75
0.3 to < 3 7 75 115
3 to < 30 8 100 160
≥ 30 9 125 205
The mix criteria VMA and VFA only apply to HMA accepted by statistical
evaluation.
When material is being produced and stockpiled for use on a specific contract
or for a future contract, the uncompacted void content, fracture, and sand equivalent
requirements shall apply at the time of stockpiling. When material is used from a
stockpile that has not been tested as provided above, the Specifications for uncompacted
void content, fracture, and sand equivalent shall apply at the time of its introduction to
the cold feed of the mixing plant.
9-03.8(3) Grading
9-03.8(3)A Gradation
The Contractor may furnish aggregates for use on the same contract from multiple
stockpiles. The gradation of the aggregates shall be such that the completed mixture
complies in all respects with the pertinent requirements of Section 9-03.8(6).
Acceptance of the aggregate gradation shall be based on samples taken from the
final mix.
Page 9-20 2010 Standard Specifications M 41-10
9-03 AGGREGATES
9-03.8(3)B Gradation — Recycled Asphalt Pavement and Mineral Aggregate
The gradation for the new aggregate used in the production of the HMA shall be
the responsibility of the Contractor, and when combined with recycled material, the
combined material shall meet the gradation Specification requirements for the specified
Class HMA as listed in Section 9-03.8(6) or as shown in the Special Provisions. The
new aggregate shall meet the general requirements listed in Section 9-03.8(1) and
Section 9-03.8(2). No contamination by deleterious materials shall be allowed in the old
asphalt concrete used.
9-03.8(4) Blending Sand
Blending sand shall be clean, hard, sound material, either naturally occurring
sand or crusher fines, and must be material which will readily accept an asphalt
coating. The exact grading requirements for the blending sand shall be such that, when
it is mixed with an aggregate, the combined product shall meet the requirements of
Section 9-03.8(6) for the class of material involved. Blending sand shall meet the
following quality requirement:
Sand Equivalent 30 Minimum
9-03.8(5) Mineral Filler
Mineral filler, when used in HMA mix, shall conform to the requirements
of AASHTO M 17.
9-03.8(6) hMA Proportions of Materials
The materials of which HMA is composed shall be of such sizes, grading, and
quantity that, when proportioned and mixed together, they will produce a well graded
mixture within the requirements listed below.
The aggregate percentage refers to completed dry mix, and includes mineral filler
when used.
Aggregate Gradation Control Points
Sieve Sizes
Percent Passing:⅜ In. ½ In.¾ In.1 In.
1½″ 100
1″ 100 90-100
¾″ 100 90-100 90 Maximum
½″ 100 90 - 100 90 Maximum
⅜″ 90 - 100 90 Maximum
No. 4 90 Maximum
No. 8 32-67 28-58 23-49 19-45
No. 200 2.0-7.0 2.0-7.0 2.0-7.0 1.0-7.0
2010 Standard Specifications M 41-10 Page 9-21
AGGREGATES 9-03
9-03.8(7) hMA Tolerances and Adjustments
1. Job Mix Formula Tolerances. The constituents of the mixture at the time of
acceptance shall conform to the following tolerances:
Statistical
Evaluation
Nonstatistical
Evaluation
Commercial
Evaluation
Aggregate, percent passing
1″, ¾″, ½″ and ⅜″ sieves ± 6% ± 6%± 8%
No. 4 sieve ± 5% ± 6%± 8%
No. 8 sieve ± 4%± 6%± 8%
No. 200 sieve ± 2.0% ± 2.0% ± 3.0%
Asphalt binder ± 0.5% ± 0.5% ± 0.7%
Air Voids, Va 2.5% minimum and 5.5% maximum
These tolerance limits constitute the allowable limits as described in Section
1-06.2. The tolerance limit for aggregate shall not exceed the limits of the
control points, except the tolerance limits for sieves designated as 100%
passing will be 99-100.
2. Job Mix Formula Adjustments. An adjustment to the aggregate gradation or
asphalt binder content of the JMF requires approval of the Project Engineer.
Adjustments to the JMF will only be considered if the change produces
material of equal or better quality and may require the development of a new
mix design if the adjustment exceeds the amounts listed below.
A. Aggregates. The maximum adjustment from the approved mix design
shall be 2 percent for the aggregate passing the 1½″, 1″, ¾″, ½″, ⅜″, and
the No. 4 sieves, 1 percent for aggregate passing the No. 8 sieve, and 0.5
percent for the aggregate passing the No. 200 sieve. The adjusted JMF
shall be within the range of the control points in Section 9-03.8(6).
B. Asphalt Binder content. The Project Engineer may order or approve
changes to asphalt binder content. The maximum adjustment from the
approved mix design for the asphalt binder content shall be 0.3 percent.
9-03.9 Aggregates for Ballast and crushed Surfacing
9-03.9(1) Ballast
Ballast shall consist of crushed, partially crushed, or naturally occurring granular
material from approved sources manufactured in accordance with the provisions of
Section 3-01.
The material from which ballast is to be manufactured shall meet the following
test requirements:
Los Angeles Wear, 500 Rev 40% max.
Degradation Factor 15 min.
Ballast shall meet the following requirements for grading and quality when placed in
hauling vehicles for delivery to the roadway or during manufacture and placement into a
temporary stockpile. The exact point of acceptance will be determined by the Engineer.
Page 9-22 2010 Standard Specifications M 41-10
9-03 AGGREGATES
Sieve Size Percent Passing
2½″100
2″65-100
1″50-85
No. 4 26-44
No. 40 16 max.
No. 200 9.0 max.
Dust Ratio: ⅔ max.
Sand Equivalent 35 min.
All percentages are by weight.
The portion of ballast retained on No. 4 sieve shall not contain more than 0.2 percent
wood waste.
9-03.9(2) Permeable Ballast
Permeable ballast shall meet the requirements of Section 9-03.9(1) for ballast except
for the following special requirements.
The grading and quality requirements are:
Sieve Size Percent Passing
2½″100
2″65-100
¾″40-80
No. 4 5 max.
No. 100 0-2
% Fracture 75 min.
All percentages are by weight.
The sand equivalent value and dust ratio requirements do not apply.
The fracture requirement shall be at least one fractured face and will apply the
combined aggregate retained on the No. 4 sieve in accordance with FOP for AASHTO
TP 61.
9-03.9(3) crushed Surfacing
Crushed surfacing shall be manufactured from ledge rock, talus, or gravel in
accordance with the provisions of Section 3-01. The materials shall be uniform in quality
and substantially free from wood, roots, bark, and other extraneous material and shall
meet the following quality test requirements:
Los Angeles Wear, 500 Rev. 35% max.
Degradation Factor — Top Course 25 min.
Degradation Factor — Base Course 15 min.
Crushed surfacing of the various classes shall meet the following requirements
for grading and quality when placed in hauling vehicles for delivery to the roadway,
or during manufacture and placement into a temporary stockpile. The exact point of
acceptance will be determined by the Engineer.
2010 Standard Specifications M 41-10 Page 9-23
AGGREGATES 9-03
Base Course Top Course and
Keystone
Sieve Size Percent Passing
1¼″100
1″80-100
¾″100
⅝″50-80
½″80-100
No. 4 25-45 46-66
No. 40 3-18 8-24
No. 200 7.5 max. 10.0 max.
% Fracture 75 min.75 min.
Sand Equivalent 40 min.40 min.
All percentages are by weight.
The fracture requirement shall be at least one fractured face and will apply to the
combined aggregate retained on the No. 4 sieve in accordance with FOP for AASHTO
TP 61.
The portion of crushed surfacing retained on a No. 4 sieve shall not contain more
than 0.15 percent wood waste.
9-03.9(4) Maintenance Rock
Maintenance rock shall meet all requirements of Section 9-03.9(3) for crushed
surfacing top course except that it shall meet the following Specifications for grading:
Sieve Size Percent Passing
⅝″100
½″90-100
No. 4 45-66
No. 40 10-25
No. 200 7 max.
All percentages are by weight.
9-03.10 Aggregate for Gravel Base
Gravel base shall consist of granular material, either naturally occurring or
processed. It shall be essentially free from various types of wood waste or other
extraneous or objectionable materials. It shall have such characteristics of size and shape
that it will compact readily and shall meet the following test requirements:
Stabilometer “R” Value 72 min.
Swell pressure 0.3 psi max.
The maximum particle size shall not exceed ⅔ of the depth of the layer being placed.
Gravel base shall meet the following requirements for grading and quality when
placed in hauling vehicles for delivery to the roadway or during manufacture and
placement into a temporary stockpile. The exact point of acceptance will be determined
by the Engineer.
Page 9-24 2010 Standard Specifications M 41-10
9-03 AGGREGATES
Sieve Size Percent Passing
2″75-100
No. 4 22-100
No. 200 0-10
Dust Ratio: ⅔ max.
Sand Equivalent 30 min.
All percentages are by weight.
Gravel base material retained on a No. 4 sieve shall contain not more than
0.20 percent by weight of wood waste.
9-03.11 Streambed Aggregates
Streambed aggregates shall be naturally occurring water rounded aggregates.
Aggregates from quarries, ledge rock, and talus slopes are not acceptable for these
applications. Streambed aggregates shall meet the following test requirements for quality:
Aggregate Property Test Method Requirement
Degradation Factor WSDOT T 113 15 min.
Los Angeles Wear, 500 Rev.AASHTO T 96 50% max.
Bulk Specific Gravity AASHTO T 85 2.55 min.
9-03.11(1) Streambed Sediment
Streambed sediment shall meet the following requirements for grading when placed
in hauling vehicles for delivery to the project or during manufacture and placement into
temporary stockpile. The exact point of acceptance will be determined by the Engineer.
Sieve Size Percent Passing
2½″100
2″65 – 95
1″50 – 85
No. 4 26 – 44
No. 40 16 max.
No. 200 5.0 – 9.0
All percentages are by mass.
The portion of sediment retained on No. 4 sieve shall not contain more than
0.2 percent wood waste.
9-03.11(2) Streambed cobbles
Streambed cobbles shall be clean, naturally occurring water rounded gravel material.
Streambed cobbles shall have uniform distribution of cobble sizes and conform to one or
more of the following gradings as shown in the Plans:
2010 Standard Specifications M 41-10 Page 9-25
AGGREGATES 9-03
Percent Passing
Approximate
Size Note 1 4″ Cobbles 6″ Cobbles 8″ Cobbles 10″ Cobbles 12″ Cobbles
12″100
10″100
8″100 70 max.
6″100 70 max.
5″70 max.40 max.
4″100 70 max.40 max.
3″40 max.
2″40 max.
1½″ 40 max.
¾″ 10 max. 10 max. 10 max. 10 max. 10 max.
The grading of the cobbles shall be determine by the Engineer by visual inspection
of the load before it is dumped into place, or, if so ordered by the Engineer, by dumping
individual loads on a flat surface and sorting and measuring the individual rocks
contained in the load.
Note 1: Approximate size can be determined by taking the average
dimension of the three axes of the rock; length, width, and thickness by use of the
following calculation:
= Approximate SizeLength + Width + Thicknesss
3
Length is the longest axis, width is the second longest axis, and thickness is the
shortest axis.
9-03.11(3) Streambed Boulders
Streambed boulders shall be hard, sound and durable material, free from seams,
cracks, and other defects tending to destroy its resistance to weather. Streambed Boulders
shall be rounded to sub-angular in shape and the thickness axis shall be greater than 60%
of the length axis Note 1. Streambed boulders sizes are approximately as follows, see Plans
for sizes specified:
Rock Size Approximate Size
Note 1
One Man 12″ - 18″
Two Man 18″ - 28″
Three Man 28″ - 36″
Four Man 36″ - 48″
Five Man 48″ - 54″
Six Man 54″ - 60″
Note 1: Approximate size can be determined by taking the average
dimension of the three axes of the rock; length, width, and thickness by use of the
following calculation:
= Approximate SizeLength + Width + Thicknesss
3
Length is the longest axis, width is the second longest axis, and thickness is the
shortest axis.
Page 9-26 2010 Standard Specifications M 41-10
9-03 AGGREGATES
9-03.11(4) habitat Boulders
Habitat boulders shall be hard, sound and durable material, free from seams, cracks,
and other defects tending to destroy its resistance to weather. Habitat Boulders shall be
rounded to sub-angular in shape and the thickness axis shall be greater than 60% of the
width axis and the length shall be 1.5 to 3 times the width axis Note 1. Habitat boulders sizes
are approximately as follows, see Plans for sizes specified:
Rock Size Approximate Size
Note 1
Three Man 28″ - 36″
Four Man 36″ - 48″
Five Man 48″ - 54″
Six Man 54″ - 60″
Note 1: Approximate size can be determined by taking the average
dimension of the three axes of the rock; length, width, and thickness by use of the
following calculation:
= Approximate SizeLength + Width + Thicknesss
3
Length is the longest axis, width is the second longest axis, and thickness is the
shortest axis.
9-03.12 Gravel Backfill
Gravel backfill shall consist of crushed, partially crushed, or naturally occurring
granular material produced in accordance with the provisions of Section 3-01.
9-03.12(1) Gravel Backfill for Foundations
9-03.12(1)A class A
Gravel backfill for foundations, Class A, shall conform to the requirements of
Section 9-03.9 for ballast or Section 9-03.9(3) for crushed surfacing base course.
9-03.12(1)B class B
Gravel backfill for foundations, Class B, shall conform to the requirements of
Section 9-03.10 except that the requirements for stabilometer “R” value and swell
pressure do not apply.
9-03.12(2) Gravel Backfill for Walls
Gravel backfill for walls shall consist of free draining granular material, essentially
free from various types of wood waste or other extraneous or objectionable materials.
It shall meet the following requirements for grading and quality when placed in hauling
vehicles for delivery to the roadway or during manufacture and placement into a
temporary stockpile. The exact point of acceptance will be determined by the Engineer.
Sieve Size Percent Passing
4″100
2″75-100
No. 4 22-66
No. 200 5.0 max.
Dust Ratio: % Passing No. 200
% Passing No. 40 ⅔ max.
Sand Equivalent 60 min.
All percentages are by weight.
2010 Standard Specifications M 41-10 Page 9-27
AGGREGATES 9-03
That portion of the material retained on a No. 4 sieve shall contain not more than
0.20 percent by weight of wood waste.
9-03.12(3) Gravel Backfill for Pipe Zone Bedding
Gravel backfill for pipe zone bedding shall consist of crushed, processed, or
naturally occurring granular material. It shall be free from various types of wood waste
or other extraneous or objectionable materials. It shall have such characteristics of size
and shape that it will compact and shall meet the following Specifications for grading
and quality:
Sieve Size Percent Passing
1½″100
1″75-100
⅝″50-100
No. 4 20-80
No. 40 3-24
No. 200 10.0 max.
Sand Equivalent 35 min.
All percentages are by weight.
If, in the opinion of the Engineer, the native granular material is free from wood
waste, organic material, and other extraneous or objectionable materials, but otherwise
does not conform to the Specifications for grading and Sand Equivalent, it may be used
for pipe bedding for rigid pipes, provided the native granular material has a maximum
dimension of 1½-inches.
9-03.12(4) Gravel Backfill for Drains
Gravel backfill for drains shall conform to the following gradings:
Sieve Size Percent Passing
1″100
¾″80-100
⅜″0-40
No. 4 0-4
No. 200 0-2
Alkali silica reactivity testing is not required.
9-03.12(5) Gravel Backfill for Drywells
Gravel backfill for drywells shall conform to the following gradings:
Sieve Size Percent Passing
1½″100
1″50-100
¾″0-20
⅜″0-2
No. 200 0-1.5
Alkali silica reactivity testing is not required.
Page 9-28 2010 Standard Specifications M 41-10
9-03 AGGREGATES
9-03.13 Backfill for Sand Drains
Backfill for sand drains shall conform to the following grading:
Sieve Size Percent Passing
½″90-100
No. 4 57-100
No. 10 40-100
No. 50 3-30
No. 100 0-4
No. 200 0-3.0
All percentages are by weight.
9-03.13(1) Sand Drainage Blanket
Aggregate for the sand drainage blanket shall consist of granular material, free
from wood, bark, or other extraneous material and shall meet the following requirements
for grading:
Sieve Size Percent Passing
2½″90-100
No. 4 24-100
No. 10 14-100
No. 50 0-30
No. 100 0-7.0
No. 200 0-3.0
All percentages are by weight.
That portion of backfill for sand drains and sand drainage blanket retained on a
No. 4 sieve shall contain not more than 0.05 percent by weight of wood waste.
9-03.14 Borrow
9-03.14(1) Gravel Borrow
Aggregate for gravel borrow shall consist of granular material, either naturally
occurring or processed, and shall meet the following requirements for grading
and quality:
Sieve Size Percent Passing
4″
1 100
2″75-100
No. 4 50-80
No. 40 30 max.
No. 200 7.0 max.
Sand Equivalent 50 min.
All percentages are by weight.
1For geosynthetic reinforced walls or slopes, 100 percent passing 1¼-inch sieve and
90 to 100 percent passing 1-inch sieve.
Ballast may be substituted for gravel borrow for embankment construction.
2010 Standard Specifications M 41-10 Page 9-29
AGGREGATES 9-03
9-03.14(2) Select Borrow
Material for select borrow shall consist of granular material, either naturally
occurring or processed, and shall meet the following requirements for grading
and quality:
Sieve Size Percent Passing
6″
1,2 100
3″75-100
No. 40 50 max.
No. 200 10.0 max.
Sand Equivalent 30 min.
All percentages are by weight.
1For geosynthetic reinforced walls or slopes, 100 percent passing 1¼-inch sieve and
90 to 100 percent passing 1-inch sieve.
2100 percent shall pass 4-inch square sieve and 75 to 100 percent shall pass 2-inch
sieve when select borrow is used in the top 2-feet of embankments or where Method C
compaction is required.
9-03.14(3) common Borrow
Material for common borrow shall consist of granular or nongranular soil and/or
aggregate which is free of deleterious material and is nonplastic.
Deleterious material includes wood, organic waste, coal, charcoal, or any other
extraneous or objectionable material.
The material shall be considered nonplastic if the percent by weight passing the
No. 200 sieve does not exceed 15 percent, or if the soil fraction passing the No. 40
sieve cannot be rolled, at any moisture content, into a thread as prescribed in Section 4
of AASHTO Test Method T 90. If requested by the Contractor, the plasticity may be
increased with the approval of the Engineer if it is determined that an increased plasticity
will be satisfactory for the specified embankment construction.
The material shall not contain more than 3 percent organic material by weight.
9-03.14(4) Gravel Borrow for Geosynthetic Retaining Wall
All backfill material used in the reinforced soil zone of the geosynthetic retaining
wall shall conform to requirements of Section 9-03.14(1) and shall be free draining, free
from organic or otherwise deleterious material. The material shall be substantially free of
shale or other soft, poor durability particles, and shall not contain recycled materials, such
as glass, shredded tires, portland cement concrete rubble, or asphaltic concrete rubble.
The backfill material shall meet the following requirements:
Property Test Method Allowable Test Value
Los Angeles Wear,
500 rev.AASHTO T 96 35 percent max.
Degradation WSDOT Test Method 113 15 min.
pH AASHTO T 289-91 **
** 4.5 to 9 for permanent walls and 3 to 10 for temporary walls
Wall backfill material satisfying these gradation, durability and chemical
requirements shall be classified as nonaggressive.
9-03.15 Native Material for Trench Backfill
Trench backfill outside the roadway prism shall be excavated material free of wood
waste, debris, clods or rocks greater than 6-inches in any dimension.
Page 9-30 2010 Standard Specifications M 41-10
9-03 AGGREGATES
9-03.16 Vacant
9-03.17 Foundation Material class A and class B
Foundation material Class A and Class B shall conform to the following gradations:
Percent Passing
Sieve Size Class A Class B
2½″ 98-100 95-100
2″ 92-100 75-100
1½″72-87 30-60
¾″27-47 0-5
⅜″3-14 ---
No. 4 0-5 ---
All percentages are by weight.
9-03.18 Foundation Material class c
Foundation material Class C shall consist of clean bank run sand and gravel, free
from dirt, roots, topsoil, and debris and contain not less than 35 percent retained on a
No. 4 sieve and with all stones larger than 2-inches in the longest dimension removed.
9-03.19 Bank Run Gravel for Trench Backfill
Trench backfill material shall consist of aggregate for gravel base, as specified in
Section 9-03.10, excepting however, that 100 percent of the material shall pass a 2½-inch
screen.
9-03.20 Test Methods for Aggregates
The properties enumerated in these Specifications shall be determined in accordance
with the following methods of test:
Title Test Method
FOP for AASHTO T 2 for Standard Practice for Sampling
Aggregates
WSDOT FOP for
AASHTO T 2
Organic Impurities in Fine Aggregates for Concrete AASHTO T 21
Clay Lumps and Friable Particles in Aggregates AASHTO T 112
Resistance to Degradation of Small Size Coarse Aggregate by
Abrasion and Impact in the Los Angeles Machine
AASHTO T 96
Material Finer than 0.075mm (No. 200) Sieve in Mineral Aggregates
by Washing
AASHTO T 11
FOP for AASHTO for Determining the Percentage of Fracture in
Coarse Aggregates
WSDOT FOP for
AASHTO TP 61
FOP for WAQTC/AASHTO for Sieve Analysis of Fine and Coarse
Aggregates
WAQTC FOP for
AASHTO T 27/11
FOP for AASHTO T 176 for Plastic Fines in Graded Aggregates and
Soils by Use of the Sand Equivalent Test
WSDOT FOP for
AASHTO T 176
Method of Test for Determination of Degradation Value WSDOT T 113
Particle Size Analysis of Soils AASHTO T 88
Method of Test for Determination of the Resistance (R Value)
of Untreated Bases, Subbases, and Basement Soils by the
Stabilometer
WSDOT T 611
2010 Standard Specifications M 41-10 Page 9-31
AGGREGATES 9-03
9-03.21 Recycled Material
9-03.21(1) General Requirements
Recycled materials that are identified below may be used as, or blended uniformly
with, naturally occurring materials for aggregates. The final blended product shall meet
the requirements for the specified type of aggregate. In addition, each recycled material
component included in a blended product, shall meet the specific requirements listed
below. The Contractor shall provide a certification that the recycled materials are in
conformance with the requirements of the Standard Specifications prior to delivery. The
certification shall include the percent by weight of each recycled material.
Recycled materials obtained from the Contracting Agency’s roadways will
not require testing and certification for toxicity testing or certification for toxicity
characteristics. Recycled materials obtained from the Contracting Agency’s roadways
will not require testing and certification for toxicity testing or certification for toxicity
characteristics.
For recycled materials that are imported to the job site, the Contractor shall certify
that the recycled material is not a Washington State Dangerous Waste per the Dangerous
Waste Regulations WAC 173-303. Sampling and testing for toxicity shall be at a
frequency of one per 10,000 tons prior to combining with other materials and not less
than one sample from any single source.
9-03.21(1)A Recycled hot Mix Asphalt
For recycled materials incorporating hot mix asphalt, the Contractor shall verify the
maximum bitumen content for the blended mix. The Contractor shall use WSDOT FOP
for AASHTO T 308 (a statewide average of 0.70 may be used as a calibration factor) and
WSDOT FOP for AASHTO T 329 or other tests approved by the Engineer to determine
the total bitumen content.
9-03.21(1)B Recycled Portland cement concrete Rubble
For recycled materials incorporating Portland cement concrete rubble, the product
supplier shall perform total lead content testing quarterly. Tests shall include a minimum
of five samples. Sample collection shall be conducted according to ASTM D 75. Total
lead content testing shall be conducted according to EPA Method 3010/6010. A test shall
not exceed 250 ppm using a total lead analysis EPA Test Method 6010. In addition, the
Toxicity Characteristics Leaching Procedure, EPA Test Method 1311, shall be used and
a test shall not exceed 5.0 ppm. The product supplier shall keep all test results on file.
9-03.21(1)c Recycled Glass Aggregates
The product supplier shall perform total lead content testing quarterly. Tests shall
include a minimum of five samples. Sample collection shall be conducted according
to ASTM D 75. Total lead content testing will be conducted according to EPA
Method 3010/6010.
A test shall not exceed 250 ppm using a total lead analysis EPA Test Method 6010.
In addition, the Toxicity Characteristics Leaching Procedure, EPA Test Method 1311,
shall be used and a test shall not exceed 5.0 ppm. The product supplier shall keep all test
results on file.
Page 9-32 2010 Standard Specifications M 41-10
9-03 AGGREGATES
9-03.21(1)D Recycled Steel Furnace Slag
The Contractor shall provide to the Engineer the steel furnace slag blends that will
be used in the final product prior to use.
Maximum Allowable Percent (by weight) of Recycled Material
Hot Mix
Asphalt
Concrete
Rubble
Recycled
Glass
Steel
Furnace Slag
Fine Aggregate for Portland
Cement Concrete
9-03.1(2)0 0 0 0
Coarse Aggregates for
Portland Cement Concrete
9-03.1(4)0 0 0 0
Aggregate for Asphalt
Treated Base (ATB)
9-03.6 See 5-04.2
Aggregates for Hot Mix
Asphalt
9-03.8 See 5-04.2 0 0 20
Ballast 9-03.9(1)20 100 15 20
Permeable Ballast 9-03.9(2)20 100 15 20
Crushed Surfacing 9-03.9(3)20 100 15 20
Aggregate for Gravel Base 9-03.10 20 100 15 20
Gravel Backfill for
Foundations – Class A
9-03.12(1)A 20 100 15 20
Gravel Backfill for
Foundations – Class B
9-03.12(1)B 20 100 15 20
Gravel Backfill for Walls 9-03.12(2)0 100 15 20
Gravel Backfill for Pipe Zone
Bedding
9-03.12(3)0 100 15 20
Gravel Backfill for Drains 9-03.12(4)0 100 100 0
Gravel Backfill for Drywells 9-03.12(5)0 0 100 0
Backfill for Sand Drains 9-03.13 0 100 100 0
Sand Drainage Blanket 9-03.13(1)0 100 100 0
Gravel Borrow 9-03.14(1)20 100 100 20
Select Borrow 9-03.14(2)20 100 100 20
Select Borrow
(greater than 3-feet below
Subgrade and side slopes)
9-03.14(2)100 100 100 20
Common Borrow 9-03.14(3)20 100 100 20
Common Borrow
(greater than 3-feet below
Subgrade and side slopes)
9-03.14(3)100 100 100 20
Foundation Material Class A
and Class B
9-03.17 0 100 100 20
Foundation Material Class C 9-03.18 0 100 100 20
Bank Run Gravel for Trench
Backfill
9-03.19 0 100 100 20
2010 Standard Specifications M 41-10 Page 9-33
JOINT AND cRAck SEAlING MATERIAlS 9-04
9-04 JOINT AND cRAck SEAlING MATERIAlS
9-04.1 Premolded Joint Fillers
9-04.1(1) Asphalt Filler for contraction and longitudinal Joints in concrete
Pavements
Premolded joint filler for use in contraction and longitudinal joints shall be ⅛-inch
in thickness and shall consist of a suitable asphalt mastic encased in asphalt saturated
paper or asphalt saturated felt. It shall be sufficiently rigid for easy installation in summer
months and not too brittle for handling in cool weather. It shall meet the following test
requirements:
When a strip 2-inches wide and 24-inches long is freely supported 2-inches from
each end and maintained at a temperature of 70°F, it shall support a weight of 100 grams
placed at the center of the strip without deflecting downward from a horizontal position
more than 2-inches within a period of 5 minutes.
9-04.1(2) Premolded Joint Filler for Expansion Joints
Premolded joint filler for use in expansion (through) joints shall conform to either
AASHTO M 213 Specifications for “Preformed Expansion Joint Fillers for Concrete
Paving and Structural Construction,” except that the requirement for water absorption
is deleted, or ASTM D 7174 Specifications for “Preformed Closed-Cell Polyolefin
Expansion Joint Fillers for Concrete Paving and Structural Construction.”
9-04.1(3) Vacant
9-04.1(4) Elastomeric Expansion Joint Seals
Premolded elastomeric expansion joint seals shall conform to the requirements of
AASHTO M 220 and shall be formed by an extrusion process with uniform dimensions
and smooth exterior surfaces. The cross-section of the seal shall be shaped to allow
adequate compressed width of the seal, as approved by the Engineer.
9-04.2 Joint Sealants
9-04.2(1) hot Poured Joint Sealants
Hot poured joint sealants shall meet the requirements of AASHTO M 324 Type IV,
except that the Cone Penetration at 25°C shall be 130 max. Hot poured joint sealants
shall be sampled in accordance with ASTM D 5167 and tested in accordance with ASTM
D 5329. The hot poured joint sealant shall have a minimum Cleveland Open Cup Flash
Point of 205°C in accordance with AASHTO T 48.
9-04.2(2) Poured Rubber Joint Sealer
The physical properties of the joint sealer, when mixed in accordance with the
manufacturer’s recommendations, shall be as follows:
1. Color: Gray or black.
2.1 Viscosity: Must be pourable and self-leveling at 50ºF.
3.1 Application Life: Not less than 3 hours at 72ºF and 50 percent relative
humidity.
4. Set to Touch: Not more than 24 hours at 72ºF and 50 percent relative humidity.
5. Curing Time: Not more than 96 hours at 72ºF and 50 percent relative humidity.
6. Non-Volatile Content: Not less than 92 percent.
7. Hardness Rating (Durometer “Shore A”): 5-35.
8. Resiliency: Not less than 80 percent.
9. Bond test methods shall be in accordance with WSDOT Test Method No. 412.
Page 9-34 2010 Standard Specifications M 41-10
9-04 JOINT AND cRAck SEAlING MATERIAlS
1Viscosity and application life may be waived providing the material is mixed
and placed by a pump and mixer approved by the Engineer.
Suitable primer, if required by the manufacturer, shall be furnished with each
joint sealer. The primer shall be suitable for brush or spray application at 50ºF
or higher and shall cure sufficiently at 50ºF to pour the joint within 24-hours.
It shall be considered as an integral part of the sealer system. Any failure of the
sealer in the test described herein, attributable to the primer, shall be grounds
for rejection or re-testing of the sealer.
Acceptance of joint sealing compound for use on a project shall be on the basis of
laboratory tests of samples representative of each batch of material to be used on the job.
A period of at least two weeks shall be allowed for completion of tests. Each container of
the compound shall be clearly identified as to batch number.
9-04.3 Joint Mortar
Mortar for hand mortared joints shall conform to Section 9-20.4(3) and consist
of one part Portland cement, three parts fine sand, and sufficient water to allow proper
workability.
Cement shall conform to the requirements of AASHTO M 85, Type I or Type II.
Sand shall conform to the requirements of AASHTO M 45.
Water shall conform to the requirements of Section 9-25.1.
9-04.4 Pipe Joint Gaskets
9-04.4(1) Rubber Gaskets for concrete Pipes and Precast Manholes
Rubber gaskets for use in joints of concrete culvert or storm sewer pipe and precast
manhole sections shall conform to the applicable requirements of AASHTO M 198.
9-04.4(2) Vacant
9-04.4(3) Gaskets for Aluminum or Steel culvert or Storm Sewer Pipe
Rubber gaskets for use with metal culvert or storm sewer pipe shall be continuous
closed cell, synthetic expanded rubber gaskets conforming to the requirements of
ASTM D 1056, Grade 2B3. Butyl rubber gaskets for use with metal culvert or storm
sewer pipe shall conform to the applicable requirements of AASHTO M 198.
9-04.4(4) Rubber Gaskets for Aluminum or Steel Drain Pipe
Gaskets for metal drain pipe shall be self-adhering, butyl-based, scrim-supported
type. The gaskets shall be as described in the Standard Plan when specified.
9-04.4(5) Protection and Storage
Rubber gasket material shall be stored in a clean, cool place, protected from sunlight
and contaminants. They shall be protected from direct sunlight at all times except during
actual installation. Pipes with gaskets affixed shall be installed in the line within 28 days.
9-04.5 Flexible Plastic Gaskets
The gasket material shall be produced from blends of refined hydrocarbon resins and
plasticizing materials reinforced with inert mineral filler and shall contain no solvents.
It shall not depend on oxidizing, evaporating, or chemical action for adhesive or cohesive
strength. It shall be supplied in extruded rope form of such cross section and size as to
adequately fill spaces between the precast sections.
The gasket material shall be protected by a suitable removable two-piece wrapper
so designed as to permit removing one half, longitudinally, without disturbing the other.
Its composition and properties shall conform to those set forth below.
2010 Standard Specifications M 41-10 Page 9-35
JOINT AND cRAck SEAlING MATERIAlS 9-04
Test Method Minimum Maximum
Bitumen
(Petroleum plastic content)
ASTM D 4 50 70
Ash-inert Mineral Matter AASHTO T 11 30 50
Penetration ASTM D 217
32ºF (300gm) 60 sec 75 ---
77ºF (150gm) 5 sec 50 120
115ºF (150gm) 5 sec ---150
Softening Point AASHTO T 53 320ºF ---
Specific Gravity at 77ºF AASHTO T 229 1.20 1.35
Weight per gallon, lb.10.0 11.3
Ductility at 77ºF (cm)ASTM D 113 5.0 ---
Flash Point COC, F AASHTO T 73 600 ---
Fire Point COC, F AASHTO T 48 625 ---
Volatile Matter AASHTO T 47 ---2.0
9-04.6 Expanded Polystyrene
Expanded polystyrene shall be of a cellular molded type with a density of 1.5 plus or
minus 0.25 pounds per cubic foot.
9-04.7 Expanded Rubber
Closed cell expanded rubber joint filler shall conform to ASTM D 1056, Grade
No. 2B3.
9-04.8 Flexible Elastomeric Seals
Flexible elastomeric seals for PVC drain pipe and underdrain pipe shall conform
to the requirements of ASTM D 3212.
9-04.9 Solvent cements
Solvent cements for PVC underdrain pipe shall conform to the requirements of
ASTM D 2564.
9-04.10 crack Sealing — Rubberized Asphalt
Crack sealing material shall meet the requirements of Section 9-04.2(1), except
no bond test is required.
9-04.11 Butyl Rubber
Butyl rubber shall conform to ASTM D 2000, M1 BG 610. If the Engineer
determines that the butyl rubber is utilized in an area that will not be exposed to
petroleum products, it shall conform to ASTM D 2000, M1 BA 610.
Page 9-36 2010 Standard Specifications M 41-10
9-05 DRAINAGE STRucTuRES, culVERTS, AND cONDuITS
9-05 DRAINAGE STRucTuRES, culVERTS, AND cONDuITS
9-05.0 Acceptance by Manufacturer’s Certification
Certain drainage materials may be accepted by the Engineer based on a modified
acceptance procedure when materials are furnished from the manufacturer’s list in the
Qualified Products List (QPL) or by a Manufacturer’s Certificate of Compliance. The
modified acceptance procedure is defined in the QPL for each material. These materials
are as follows:
Metal drain and under drain pipe;
PVC and corrugated polyethylene drain pipe and under drain pipe;
Metal culvert and storm sewer pipe and pipe arch;
Metal culvert end sections;
Corrugated metal structural plate pipe, pipe arch, and under passes; and
Ductile iron pipe.
Corrugated polyethylene culvert and storm sewer pipe up to and including
60-inch diameter.
Profile wall PVC culvert and storm sewer pipe up to and including
48-inch diameter.
9-05.1 Drain Pipe
9-05.1(1) concrete Drain Pipe
Concrete drain pipe shall meet the requirements of ASTM C 118, heavy duty
drainage pipe.
9-05.1(2) Zinc Coated (Galvanized) or Aluminum Coated (Aluminized)
corrugated Iron or Steel Drain Pipe
Zinc coated (galvanized) or aluminum coated (aluminized Type 2) corrugated iron or
steel drain pipe shall meet the requirements of AASHTO M 36. The steel sheet thickness
shall be 0.064-inch for 6-inch diameter and larger drain pipe. Zinc coated steel shall meet
the material requirements of AASHTO M 218 (ASTM A929). Aluminum coated steel
shall meet the material requirements of AASHTO M-274 (ASTM A929).
9-05.1(2)A coupling Bands
Coupling bands for zinc coated (galvanized) or aluminum coated (aluminized)
corrugated iron or steel drain pipe shall meet the requirements of coupling bands for
Type I pipe of AASHTO M 36, except that bands using projections (dimples) shall not
be permitted. The bands shall be fabricated of the same material as the pipe, and with the
same metallic protective treatment as the pipe.
Acceptable coupling bands are the two piece helically corrugated band with
nonreformed ends and integrally formed flanges and those bands meeting the
requirements of Section 9-05.4(7).
9-05.1(3) corrugated Aluminum Alloy Drain Pipe
Corrugated aluminum alloy drain pipe shall meet the requirements of AASHTO
M 196, without perforations.
9-05.1(3)A coupling Bands
Coupling bands for corrugated aluminum alloy drain pipe shall meet the
requirements of coupling bands for Type I pipe of AASHTO M 196, except that bands
using projections (dimples) shall not be permitted. The bands shall be fabricated of the
same material as the pipe.
2010 Standard Specifications M 41-10 Page 9-37
DRAINAGE STRucTuRES, culVERTS, AND cONDuITS 9-05
Acceptable coupling bands are the two piece helically corrugated band with
nonreformed ends and integrally formed flanges and those bands meeting the
requirements of Section 9-05.5(5).
9-05.1(4) Vacant
9-05.1(5) PVc Drain Pipe, couplings and Fittings
PVC drain pipe, couplings, and fittings shall meet the requirements of AASHTO
M 278. The maximum size pipe shall be 8-inches in diameter.
9-05.1(6) corrugated Polyethylene Drain Pipe, couplings and Fittings
(up to 10-inch)
Corrugated polyethylene drain pipe, couplings, and fittings shall meet the
requirements of AASHTO M 252 type C (corrugated both inside and outside) or type S
(corrugated outer wall and smooth inner liner). The maximum size pipe shall be 10 inches
in diameter.
9-05.1(7) corrugated Polyethylene Drain Pipe, couplings and Fittings
(12-inch through 60-inch)
Corrugated polyethylene drain pipe, couplings, and fittings 12-inch through
60-inch -diameter maximum, shall meet the minimum requirements of AASHTO
M 294 Type S or 12-inch through 24 inch diameter maximum shall meet the minimum
requirements of AASHTO M 294 Type C.
9-05.2 underdrain Pipe
9-05.2(1) Vacant
9-05.2(2) Perforated concrete underdrain Pipe
Perforated concrete underdrain pipe shall meet the requirements of AASHTO
M 175, Type I, except the perforations shall be approximately ½-inch in diameter.
Strength requirements shall be as shown in Table I of AASHTO M 86.
9-05.2(3) Vacant
9-05.2(4) Zinc Coated (Galvanized) or Aluminum Coated (Aluminized)
corrugated Iron or Steel underdrain Pipe
Zinc coated (galvanized) or aluminum coated (aluminized type 2) corrugated iron or
steel underdrain pipe shall meet the fabrication requirements of AASHTO M 36, except
that perforations required in Class I, II, and III pipe may be located anywhere on the
tangent of the corrugations provided the other perforation spacing requirements remain
as specified. Zinc coated steel shall meet the material requirements of AASHTO M 218
(ASTM A929). Aluminum coated steel shall meet the material requirements of AASHTO
M-274 (ASTM A929).
The pipe may conform to any one of the Type III pipes specified in AASHTO M 36,
and perforations in Class I, II, and III pipe may be drilled or punched. The sheet thickness
shall be 0.064-inch for 6-inch and larger diameter underdrain pipe.
9-05.2(4)A coupling Bands
Coupling bands for zinc coated (galvanized) or aluminum coated (aluminized)
corrugated iron or steel underdrain pipe shall meet the requirements of coupling bands
for Type III pipe of AASHTO M 36. The bands shall be fabricated of the same material
as the pipe and with the same metallic protective treatment as the pipe, if metallic bands
are used.
Page 9-38 2010 Standard Specifications M 41-10
9-05 DRAINAGE STRucTuRES, culVERTS, AND cONDuITS
Acceptable coupling bands are the two piece helically corrugated band with
nonreformed ends and integrally formed flanges, universal bands (dimple bands),
a smooth sleeve type coupler, and those bands meeting the requirements of Section
9-05.4(7). Smooth sleeve type couplers may be either plastic or steel suitable for
holding the pipe firmly in alignment without the use of sealing compound or gaskets.
9-05.2(5) Perforated corrugated Aluminum Alloy underdrain Pipe
Perforated corrugated aluminum alloy underdrain pipe shall meet the requirements
of AASHTO M 196, except that the perforations may be located anywhere on the
tangent of the corrugations providing the other perforation spacing requirements remain
as specified.
9-05.2(5)A coupling Bands
Coupling bands for corrugated aluminum alloy underdrain pipe shall meet the
requirements of coupling bands for Type III pipe of AASHTO M 196. The bands shall
be fabricated of the same material of the pipe, if metallic bands are used.
Acceptable coupling bands are the two piece helically corrugated band
with nonreformed ends and integrally formed flanges, universal bands (dimple
bands), a smooth sleeve type coupler, and those bands meeting the requirements of
Section 9-05.5(5). Smooth sleeve type couplers may be either plastic or aluminum alloy
suitable for holding the pipe firmly in alignment without the use of sealing compound
or gaskets.
9-05.2(6) Perforated PVc underdrain Pipe
Perforated PVC underdrain pipe shall meet the requirements of AASHTO M 278.
The maximum size pipe shall be 8-inches in diameter.
9-05.2(7) Perforated corrugated Polyethylene underdrain Pipe (up to 10-inch)
Perforated corrugated polyethylene underdrain pipe shall meet the requirements
of AASHTO M252, Type CP or Type SP. Type CP shall be Type C pipe with Class 2
perforations and Type SP shall be Type S pipe with either Class 1 or Class 2 perforations.
Additionally, Class 2 perforations shall be uniformly spaced along the length and
circumference of the pipe. The maximum size pipe shall be 10-inch diameter.
9-05.2(8) Perforated corrugated Polyethylene underdrain Pipe (12-inch through
60-inch)
Perforated corrugated polyethylene underdrain pipe, 12-inch through 60-inch
diameter maximum, shall meet the requirements of AASHTO M 294 Type CP or Type SP.
Type CP shall be Type C pipe with Class 2 perforations and Type SP shall be Type S pipe
with either Class 1 or Class 2 perforations. Additionally, Class 2 perforations shall be
uniformly spaced along the length and circumference of the pipe.
9-05.3 concrete culvert Pipe
9-05.3(1) Plain concrete culvert Pipe
Plain concrete culvert pipe shall be round and shall conform to the requirements of
AASHTO M 86, Class 2.
9-05.3(1)A End Design and Joints
All bell and spigot concrete culvert pipe shall be joined with rubber gaskets. The
joints and gasket material shall meet the requirements of AASHTO M 198. Gasket
material shall be handled and stored in accordance with Section 9-04.4(5).
The plane of the ends of the pipes shall be perpendicular to their longitudinal axes.
2010 Standard Specifications M 41-10 Page 9-39
DRAINAGE STRucTuRES, culVERTS, AND cONDuITS 9-05
9-05.3(1)B Basis for Acceptance
The basis for acceptance of plain concrete culvert or drain pipe shall be on the
results of three edge bearing tests performed at the manufacturer’s plant within the 90 day
period immediately preceding shipment of the pipe.
9-05.3(1)c Age at Shipment
Plain concrete culvert pipe may be shipped when it meets all test requirements.
Unless it is tested and accepted at an earlier age, it shall not be considered ready for
shipment sooner than 28 days after manufacture when made with Type II Portland
cement, nor sooner than 7 days when made with Type III Portland cement.
9-05.3(2) Reinforced concrete culvert Pipe
Reinforced concrete culvert pipe shall be round and conform to the requirements of
AASHTO M 170 except as herein provided.
The wall thickness and steel area for all classes of pipe which are of a diameter not
set forth in AASHTO M 170, but within the maximum and minimum diameter limits set
forth therein, shall be determined by interpolation from data given in the tables for pipes
of diameters next smaller and next larger, respectively.
For all classes of pipe, except Class I, which are of a diameter less than the
minimum for the particular class set forth in AASHTO M 170, the minimum wall
thickness shall be 1¾-inch and the steel area shall not be less than 0.06 square inch per
linear foot of pipe barrel length.
9-05.3(2)A End Design and Joints
Section 9-05.3(1)A will apply to reinforced concrete culvert pipe.
9-05.3(2)B Basis for Acceptance
The basis for acceptance of reinforced concrete pipe 60-inches in diameter and
smaller shall be determined by the results of the three edge bearing test for the load
to produce a 0.01-inch crack, and testing to the ultimate load will ordinarily not be
required, except as necessary to obtain samples for making the absorption test. In lieu
of broken pieces of pipe obtained as above provided, 4-inch diameter cores from pipe
sections selected by the Engineer may be furnished for performing the absorption test.
Sections of pipe which have been tested to the actual 0.01-inch crack will ordinarily not
be further load tested; and such sections which meet or exceed the required strength and
workmanship standards may be accepted for use on the project.
Acceptance of reinforced concrete pipe larger than 60-inches in diameter shall be
based on inspection of the size and placement of the reinforcing steel, and, at the option
of the Engineer, on compressive strength tests of 4-inch diameter cores cut from the
pipe, or on compressive strength of representative test cylinders cast with and cured with
the pipe.
9-05.3(2)c Age at Shipment
Reinforced concrete culvert pipe may be shipped when it meets the requirements of
Section 9-05.3(1)C.
9-05.3(2)D Elliptical Reinforcement
In lieu of marking circular pipe with elliptical reinforcement in accordance with
AASHTO M 170, the location of the top of the pipe shall be indicated by 3-inch,
waterproof, painted stripes on the inside and outside of the pipe for a distance of 2-feet
from each end of the section. At the option of the Contractor, a lift hole or lift holes may
be provided at the top of the pipe in lieu of the painted stripes. If one lift hole is provided,
it shall be at the balance point of the pipe; and if two lift holes are provided, they shall
Page 9-40 2010 Standard Specifications M 41-10
9-05 DRAINAGE STRucTuRES, culVERTS, AND cONDuITS
be spaced equidistant each side of the balance point. Such holes shall not interfere with
the reinforcement. After placing, open lift holes shall be filled with mortar conforming
to Section 9-20.4(3) or concrete plugs before backfilling.
In addition to the requirements as set forth in AASHTO M 170, it will be required
on all pipe 30-inches and over in diameter with elliptical steel reinforcement that the
manufacturer expose the reinforcement in not less than one of three lengths of pipe
manufactured. A hole exposing the steel shall be cut on the inside of the pipe at top or
bottom and a second hole on the outside, 90 degrees from the top or bottom position.
After placing, holes exposing the reinforcement shall be filled with mortar conforming
to Section 9-20.4(3) or concrete plugs before backfilling.
9-05.3(3) Beveled concrete End Sections
Beveled concrete end sections shall be plain concrete conforming to AASHTO M 86
or reinforced concrete conforming to the applicable sections of AASHTO M 170 with the
design requirements as listed in Table 2, Wall B, Circular Reinforcement in circular pipe,
and the Standard Plan.
9-05.4 Steel culvert Pipe and Pipe Arch
Steel culvert pipe and pipe arch shall meet the fabrication requirements of AASHTO
M 36, Type I and Type II. . Zinc coated steel shall meet the material requirements
of AASHTO M 218 (ASTM A929). Aluminum coated steel shall meet the material
requirements of AASHTO M-274 (ASTM A929).
9-05.4(1) Elliptical Fabrication
When elongated pipes are specified, circular pipes shall be fabricated 5 percent out
of round to form an elliptical section. The vertical or longer axis of the elliptical section
shall be clearly marked before shipping.
9-05.4(2) Mitered Ends
The ends of steel culvert pipe or pipe arch shall not be beveled unless called for
in the plans. If beveled ends are specified, the ends of culvert pipe over 30-inches in
diameter shall be mitered to conform to the slope of the embankment in which the
culvert is to be placed whether the culvert is constructed normal to or at an angle with the
centerline of the roadway.
Beveled steel pipe end sections 12-inches through 30-inches in diameter shall be
of the same material and thickness and have the same protective coating as the pipe to
which they are attached. Beveled pipe ends of these dimensions shall be constructed in
conformance with the Standard Plan.
9-05.4(3) Protective Treatment
Steel pipe and pipe arch culverts shall be coated by one of the following protective
treatments, when such treatment is specified:
Treatment 1 Coated uniformly inside and out with asphalt as per 9-05.4(4)
(AASHTO M190 Type A) or with polymer as per 9-05.4(5).
Treatment 2 Coated uniformly inside and out with asphalt and with an
asphalt paved invert (AASHTO M 190 Type C) or with polymer
as per 9-05.4(5).
Treatment 3 This treatment is no longer available.
Treatment 4 This treatment is no longer available.
Treatment 5 Coated inside and out with asphalt and a 100 percent periphery inside
spun asphalt lining (AASHTO M 190 Type D).
Treatment 6 This treatment is no longer available.
2010 Standard Specifications M 41-10 Page 9-41
DRAINAGE STRucTuRES, culVERTS, AND cONDuITS 9-05
9-05.4(4) Asphalt coatings and Paved Inverts
Asphalt for asphalt coatings and paved inverts shall meet the requirements of
AASHTO M 190, Section 4. The coatings for Treatments 1, 2, and 5 shall be uniform,
inside and out, and applied in accordance with the following requirements:
The metal shall be free from grease, dirt, dust, moisture, or other deleterious
contaminants. Either process described below may be used for application.
1. Pipe Not Preheated. The temperature of the asphalt at the time of pipe
immersion shall be 400ºF (plus or minus 3 degrees), and the duration of the
immersion shall conform to the following schedule:
Thickness in inches Steel Minimum Immersion
Time Minutes
0.064 2.5
0.079 3.0
0.109 5.0
0.138 6.5
0.168 8.0
2. Pipe Preheated. The asphalt shall have a temperature of 380ºF (plus or minus
3 degrees), and the pipe shall be brought to a temperature of 300ºF to 350ºF
before immersion.
The paved invert for Treatment 2 shall consist of bituminous material applied
in such a manner that one or more smooth pavements will be formed in the
invert filling the corrugations for at least 40 percent of the circumference.
The pavement shall have a minimum thickness of ⅛-inch above the crest of
the corrugations except where the upper edges intercept the corrugation. The
pavements shall be applied following the coating with asphalt . Treatment 5
may be substituted for Treatment 2, at the option of the Contractor.
9-05.4(5) Polymer Protective coating
Polymer coated steel pipe and pipe-arch shall meet the fabrication requirements
of AASHTO M 36 (ASTM A760). Polymer protective coatings shall meet the material
requirements of AASHTO M 246 (ASTM A742). Polymer coating shall be mill applied
to galvanized steel coils before fabrication and shall measure 10 mils thick on each side.
9-05.4(6) Spun Asphalt lining
Asphalt for spun linings over 100 percent periphery shall conform to AASHTO
M 190, Section 4. Asphalt spun linings shall provide a smooth surface for the full interior
of the pipe by completely filling the corrugations to a minimum thickness of ⅛-inch
above the crests. The interior lining shall be applied by centrifugal or other approved
methods. The interior shall be free from sags or runs, but slight residual corrugations due
to cooling shrinkage of the lining will not be cause for rejection. At the three sheet laps,
an interior nonuniformity equal to the thickness of the sheet is allowable. The thickness
of the lining shall be maintained to the ends of the pipe.
The thickness of the lining over the crest of the corrugation shall not vary by an
amount in excess of ½-inch over the entire area of the spun lining.
In the case of helical corrugated pipe manufactured with a continuous lock seam,
an interior nonuniformity over the lock seam equal to the thickness of two culvert sheets
is allowable.
Page 9-42 2010 Standard Specifications M 41-10
9-05 DRAINAGE STRucTuRES, culVERTS, AND cONDuITS
9-05.4(7) coupling Bands
Coupling bands for steel pipe shall be as shown in the Standard Plans and shall
be fabricated of the same material as the pipe. Bands may be up to three nominal
thicknesses thinner than used for the pipe, but not thinner than 0.064-inches or thicker
than 0.109-inches. Bands shall be coated with the same metallic protective treatment as
the pipe but shall not be coated with any asphalt protective treatment. Bands shall be
made by the same manufacturer as the steel pipe selected for installation.
Corrugations on the bands shall be the same size and shape as those on the pipes
to be connected. Steel bolts and nuts for coupling bands shall meet the requirements of
ASTM A 307 and shall be galvanized in accordance with AASHTO M 232. Steel angles,
when required for coupling bands, shall meet the requirements of AASHTO M 36. When
annular corrugated bands are used to connect helically corrugated lock-seam pipe, the
seam shall be welded at the pipe ends prior to recorrugating to prevent unraveling of the
seam. All welds shall develop the full strength of the parent metal.
Bands shall conform to the corrugations of the pipe and shall meet all applicable
requirements of AASHTO M 36, with the following exceptions:
Coupling bands for all sizes of steel pipe arch with 3-inch by 1-inch
corrugations shall be 24-inches wide.
Type K coupling bands shall only be used on circular culvert pipe when
extending an existing culvert. Rubber gaskets shall be used and shall conform to
the requirements of Section 9-04.4(3), match the width of the band, and have a
minimum thickness of 1-inch.
Type K coupling bands are allowed for use on all sizes of steel pipe arch with
3-inch by 1-inch corrugations. Type K bands for this application shall be 24-inches
wide. Rubber gaskets shall be used and shall conform to the requirements of Section
9-04.4(3), match the width of the band, and have a minimum thickness of 1-inch.
When Type K bands are used, pipe arch ends are not required to be recorrugated.
Gaskets are required for all culvert installations and shall meet the requirements
of 9-05.10(1).
9-05.4(8) Steel Nestable Pipe
Steel nestable pipe shall meet the requirements for steel pipe of these Specifications
except in the method of fabrication. Circular pipe shall be fabricated in two semicircles.
Nestable pipe may be either the stitch-type as hereinafter described or the flange-
type in accordance with Military Designation MIL-P-236. One longitudinal edge of each
half of the stitch-type nestable circular pipe shall be notched to provide interlocking
seams which will form the two segments into the full section when it is erected in
the field. Hook and eye bolts, or other approved means, shall be provided to hold the
segments firmly together.
Individual plates shall be a minimum of 2-feet in length except for short or half
sections required to complete the end section of the culvert.
When protective treatment is specified in the Plans, nestable pipe shall be coated
with one of the treatments as provided in Section 9-05.4(3).
9-05.4(9) Steel End Sections
The applicable provisions of AASHTO M 36 shall apply to the construction of steel
end sections, except that the end sections shall be fabricated of the same material with the
same metallic protective treatment as the pipe.
Asphalt coating shall not be used on steel end sections.
2010 Standard Specifications M 41-10 Page 9-43
DRAINAGE STRucTuRES, culVERTS, AND cONDuITS 9-05
9-05.4(9)A Fabrication
The shape, thickness, dimensions, and number of pieces shall conform to
the Standard Plan for the size and shape of pipe shown in the Plans. They shall be
manufactured as integral units or so formed that they can be readily assembled and
erected in place. When bolts are used for assembly, they shall be ⅜-inch diameter or
larger and shall be galvanized. No field welding or riveting will be permitted.
9-05.4(9)B Galvanized hardware
Bolts, nuts, and miscellaneous hardware shall be galvanized in accordance with the
provisions of AASHTO M 232.
9-05.4(9)c Toe Plate Extensions
Toe plate extensions shall be furnished only when so designated in the Plans.
When required, the toe plate extensions shall be punched with holes to match those in
the lip of the skirt and fastened with ⅜-inch or larger galvanized nuts and bolts. Toe
plate extensions shall be the same material and thickness as the end section and shall
be fabricated of the same material with the same metallic protective treatment as the
end section.
9-05.5 Aluminum culvert Pipe
Aluminum culvert pipe shall conform to the applicable requirements of AASHTO
M 196M.
9-05.5(1) Elliptical Fabrication
Section 9-05.4(1) shall apply to aluminum pipes.
9-05.5(2) Mitered Ends
Section 9-05.4(2) shall apply to aluminum pipes.
9-05.5(3) Vacant
9-05.5(4) Vacant
9-05.5(5) coupling Bands
Bands shall be fabricated of the same material as the pipe and shall meet all
applicable requirements of AASHTO M 196, except the band thickness shall not be more
than 0.105-inches or less than 0.060-inches. All other requirements of Section 9-05.4(7)
shall apply.
9-05.5(6) Aluminum End Sections
The applicable provisions of AASHTO M 196 shall apply to the construction of end
sections and toe plate extensions for aluminum pipes. In addition, they shall conform to
the requirements of Section 9-05.4(9).
Asphalt coating shall not be used on aluminum end sections.
9-05.6 Structural Plate Pipe, Pipe Arch, Arch, and underpass
9-05.6(1) General
Structural plate pipes shall be full circle of the type, gage or thickness, and
diameter specified.
Structural plate pipe arches shall be a multi-centered shape, made up of four circular
arcs tangent to each other at their junctions and symmetrical about the vertical axis, and
of the type, gage or thickness, and span specified.
Page 9-44 2010 Standard Specifications M 41-10
9-05 DRAINAGE STRucTuRES, culVERTS, AND cONDuITS
Structural plate arches shall be a single-centered circular arc shape placed on
a reinforced concrete foundation, and of the design, type, gage or thickness, and span
as provided for in the Plans.
Structural plate underpasses shall be a multi-centered shape, made up of a variable
number of circular arcs tangent to each other at their junctions and symmetrical about
the vertical axis, and of the design, type, gage or thickness, and span specified.
9-05.6(2) Fabrication
The plates at longitudinal and circumferential seams shall be connected by bolts; the
bolt holes shall be staggered in rows 2-inches apart, one hole being punched in the valley
and one in the crest of each corrugation along both edges of each plate. Bolt holes on
circumferential seams shall be spaced at approximate 12-inch intervals. No hole shall be
closer to the edge of the plate than twice the diameter of the bolt.
The ends of structural plate pipes, pipe arches, arches, or underpasses shall not be
mitered unless called for in the Plans, Special Provisions, or Standard Plan. If mitered
ends are specified, the slope shall conform to the slope of the embankment in which the
culvert is to be placed. The miter on pipe arches shall be limited to the top arc only.
9-05.6(3) Elliptical Fabrication
When elongated structural plate pipes are specified, they shall be fabricated
5 percent out of round to form an elliptical cross-section. The vertical axis (the longer
axis of the elliptical section) shall be clearly marked on the plates before shipping.
9-05.6(4) Structural Plate Pipe Arch
Plates for structural plate pipe arches shall be formed so that the top shall be an arc
of not more than 180 degrees nor less than 155 degrees; the bottom shall be an arc of not
more than 50 degrees nor less than 10 degrees; and the top shall be joined at each end to
the bottom by an arc having a radius between 18-inches and 31-inches and of not more
than 87½ degrees nor less than 75 degrees.
9-05.6(5) Structural Plate Arch
Structural plate arches and their foundations shall be as shown in the Plans.
9-05.6(6) Structural Plate underpass
Structural plate underpasses shall be as provided for in the Standard Plans, or, in the
case of a special design, as provided for in the Plans.
9-05.6(7) concrete
Concrete required for constructing structural plate arch foundations shall be Class
3000 concrete in conformance with the requirements of Section 6-02.
Steel reinforcing bars shall conform to the requirements of Section 9-07.1.
9-05.6(8) Plates
9-05.6(8)A corrugated Steel Plates
Galvanized corrugated steel plates for constructing structural plate pipe, pipe arches,
arches, and underpasses, and nuts and bolts used in their assembly shall conform to the
requirements of AASHTO M 167 except that the minimum mass of spelter coating on the
plates shall be 3 ounces of zinc per square foot of double exposed surface. If the average
spelter coating as determined from the required samples is less than 3 ounces, or if any
one specimen shows less than 2.7 ounces, the lot samples shall be rejected. Nuts, bolts,
and miscellaneous hardware shall be galvanized in accordance with AASHTO M 232.
2010 Standard Specifications M 41-10 Page 9-45
DRAINAGE STRucTuRES, culVERTS, AND cONDuITS 9-05
9-05.6(8)B corrugated Aluminum Plates
Aluminum alloy plates and fasteners intended for use in the construction of
structural plate pipe, pipe arches, arches, and underpasses shall conform to the
requirements of AASHTO M 219. Nuts, bolts, and miscellaneous hardware shall be
galvanized in accordance with AASHTO M 232.
9-05.7 concrete Storm Sewer Pipe
9-05.7(1) Plain concrete Storm Sewer Pipe
Plain concrete storm sewer pipe shall conform to the requirements of AASHTO
M 86, Class 2.
9-05.7(1)A Basis for Acceptance
The basis for acceptance of plain concrete storm sewer pipe shall be the same as
specified in Section 9-05.3(1)B.
9-05.7(2) Reinforced concrete Storm Sewer Pipe
Reinforced concrete storm sewer pipe shall conform to the requirements of
AASHTO M 170 and shall be of the class noted in the Plans or in the Special Provisions.
Section 7.3.1 of AASHTO M 170 shall be amended to require that both bells and spigots
shall be reinforced in pipe 30-inches in diameter and greater.
The identification of the minor axis of elliptical reinforcement shall be in accordance
with Section 9-05.3(2)D.
9-05.7(2)A Basis for Acceptance
The basis for acceptance of reinforced concrete storm sewer pipe shall be the same
as specified in Section 9-05.3(2)B.
9-05.7(3) concrete Storm Sewer Pipe Joints
All concrete storm sewer pipe shall be joined with rubber gaskets. The joints and
gasket material shall meet the requirements of AASHTO M 198. Gasket material shall
be handled and stored in accordance with Section 9-04.4(5).
9-05.7(4) Testing concrete Storm Sewer Pipe Joints
When a particular type of pipe joint design, material or joining method has not
previously been tested and approved, the following test shall be made on one test length
of the assembled storm sewer pipe to qualify the design, material or method of joining
the pipe. At the option of the Engineer, additional testing may be requested if subsequent
field testing of installed pipe indicates difficulty in obtaining properly joined pipe. The
tests will be conducted at the manufacturer’s yard, and the manufacturer will be required
to make such space and facilities available as required to conduct the tests in an efficient
and workmanlike manner.
9-05.7(4)A hydrostatic Pressure on Pipes in Straight Alignment
Hydrostatic pressure tests on pipes in straight alignment shall be made in accordance
with the procedure outlined in paragraph 8(a) of AASHTO M 198, except that they shall
be performed on an assembly consisting of not less than three nor more than five pipe
sections selected from stock by the Engineer and assembled in accordance with standard
installation instructions issued by the manufacturer. The end sections shall be bulkheaded
and restrained against internal pressure.
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9-05 DRAINAGE STRucTuRES, culVERTS, AND cONDuITS
9-05.7(4)B Hydrostatic Pressure Tests on Pipes in Maximum Deflected Position
Upon completion of the test for pipe in straight alignment, the test section shall be
deflected until at least two of the joints have been deflected to the maximum amount
shown in the manufacturer’s standard installation instructions. When thus deflected, there
shall be no leakage at the joints from an applied internal hydrostatic pressure of 5 psi.
9-05.7(4)c hydrostatic Pressure Test on 15-inch Diameter and larger Pipe under
Differential load
The test sections shall be suitably supported so that one of the pipes of the test
assembly is suspended freely between adjacent pipes, bearing only on the joints. The
suspended pipe shall then be loaded, at its midpoint, in addition to the mass of the pipe, in
accordance with the following schedule:
Diameter Load
15-inches 7,400 lbs.
18-inches 8,800 lbs.
21-inches 10,000 lbs.
24-inches and over 11,000 lbs.
While under this load, the stressed joints shall show no leakage when subjected to
an internal hydrostatic pressure of 5 psi. At the option of the manufacturer, ½ of the load
may be applied on the bell end of the suspended pipe in lieu of the full load on the center
of the suspended pipe.
9-05.8 Vitrified Clay Sewer Pipe
This material shall not be used in Washington State Department of Transportation
projects unless specified in the Special Provisions.
Vitrified clay sewer pipe shall conform to ASTM C 700, and all joints shall be
factory manufactured in accordance with ASTM C 425.
9-05.9 Steel Spiral Rib Storm Sewer Pipe
Steel spiral rib storm sewer pipe shall meet the fabrication requirements of
AASHTO M 36 and these Specifications. Zinc coated steel shall meet the material
requirements of AASHTO M 218 (ASTM A929). Aluminum coated steel shall meet the
material requirements of AASHTO M-274 (ASTM A929). The size, coating, metal, and
protective treatment, if any, shall be as shown in the Plans or in the Specifications.
The manufacturer of spiral rib storm sewer pipe shall furnish the Engineer a
Manufacturer’s Certificate of Compliance stating that the materials furnished comply in
all respects with these Specifications. The Engineer may require additional information or
tests to be performed by the Contractor at no expense to the Contracting Agency.
Unless otherwise specified, spiral rib storm sewer pipe shall be furnished with pipe
ends cut perpendicular to the longitudinal axis of the pipe. Pipe ends shall be cut evenly.
Spiral rib pipe shall be fabricated by using a continuous helical lock seam.
Spiral rib storm sewer pipe shall have helical ribs that project outwardly, be formed
from a single thickness of material, and conform to one of the following configurations:
1. ¾-inch wide by ¾ inch deep ribs at 7½-inches on center.
2. ¾-inch wide by 1-inch deep ribs at 11½-inches on center.
3. ¾-inch wide by ⅝-inch deep ribs at 12-inches on center.
Pipe shall be fabricated with ends that can be effectively jointed with coupling
bands.When it is required, spiral rib pipe shall be furnished with bituminous or polymer
protective treatment 1 or 2 treated or paved. The bituminous treatment for spiral rib pipe
shall conform to the requirements of Sections 9-05.4(3) and 9-05.4(4). Polymer coating
shall conform to Section 9-05.4(5).
2010 Standard Specifications M 41-10 Page 9-47
DRAINAGE STRucTuRES, culVERTS, AND cONDuITS 9-05
9-05.9(1) continuous lock Seam Pipe
Pipes fabricated with a continuous helical seam parallel to the rib may be used for
full circle pipe. The seam shall be formed in the flat between ribs and shall conform to
Sections 7.5.1 through 7.5.3 of AASHTO M 36.
9-05.9(1)A Basis for Acceptance
The basis for acceptance will be a qualification test, conducted by the State
Materials Laboratory, for each manufacturer of spiral rib lock seam steel pipe. Only those
specific pipe sizes and gasket materials, if any, approved under the qualification test will
be accepted.
Continuous lock seam pipe shall be sampled and tested in accordance with
AASHTO T 249.
9-05.9(2) Vacant
9-05.9(3) coupling Bands
Coupling bands shall be of the same material as the pipe. Coupling bands and
gaskets shall conform to Section 9-05.10(1).
9-05.10 Steel Storm Sewer Pipe
Steel storm sewer pipe shall conform to the requirements of Section 9-05.4 for steel
culvert pipe, except that protective coating shall be Treatment 1 or 5, and be constructed
of helically corrugated lock seam pipe. When gasketed helically corrugated lock seam
steel pipe is called for, and the pipe is properly sized to meet hydraulic requirements,
Treatment 5 is not required.
9-05.10(1) coupling Bands
Coupling bands shall be as shown in the Standard Plans. Bands shall be fabricated
of the same material as the pipe and shall meet all applicable requirements of AASHTO
M 36. Bands may be up to three nominal thicknesses thinner than used for the pipe, but
not thinner than 0.064-inches or thicker than 0.109-inches. Bands shall be coated with
the same metallic protective treatment as the pipe but shall not be coated with any asphalt
treatment. Bands shall be made by the same manufacturer as the steel pipe selected for
installation.
Corrugations on the bands shall be the same size and shape as those on the pipe
to be connected. Steel bolts and nuts for coupling bands shall meet the requirements of
ASTM A 307 and shall be galvanized in accordance with AASHTO M 232. Steel angles,
when required for coupling bands, shall meet the requirements of AASHTO M 36. When
annular corrugated bands are used to connect helically corrugated lock-seam pipe, the
seam shall be welded at the pipe ends prior to recorrugating to prevent unraveling of the
seam. All welds shall develop the full strength of the parent metal.
Gaskets are required for all storm sewer installations. Gasket material for coupling
bands shall meet the requirements of Section 9-04.4(3). Gaskets for Type D bands shall
match the width of the band and have a minimum thickness of ⅜-inch. O-ring gaskets for
Type F bands shall have a cross-sectional diameter of 13⁄16-inch for pipe diameters of 36-
inches or smaller and ⅞-inch for larger pipe diameters.
Type K coupling bands are not allowed for storm sewer applications.
9-05.10(2) Basis for Acceptance
The basis for acceptance of steel storm sewer pipe will be the same as specified in
Section 9-05.4, except when gasketed helically corrugated lock seam steel pipe is called
for. A qualification test conducted by the State Materials Laboratory will be required
for each manufacturer of gasketed helically corrugated lock seam steel pipe. Only
those specific pipe sizes and gasket materials approved under the qualification test will
be accepted.
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9-05 DRAINAGE STRucTuRES, culVERTS, AND cONDuITS
9-05.11 Aluminum Storm Sewer Pipe
Aluminum storm sewer pipe shall conform to the requirements of Section 9-05.5
for aluminum culvert pipe, and the pipe shall be constructed of helically corrugated lock
seam aluminum pipe.
9-05.11(1) coupling Bands
Coupling bands for aluminum pipe shall be as shown in the Standard Plans.
Bands shall be fabricated of the same material as the pipe and shall meet all applicable
requirements of AASHTO M 196, except the band thickness shall not be more than
0.105-inches or less than 0.060-inches. All other requirements of Section 9-05.10(1)
shall apply.
9-05.11(2) Basis for Acceptance
The basis for acceptance of aluminum storm sewer pipe will be the same as specified
in Section 9-05.0, except when gasketed helically corrugated lock seam aluminum pipe
is called for. A qualification test, conducted by the State Materials Laboratory, will be
required for each manufacturer of gasketed helically corrugated lock seam aluminum
pipe. Only those specific pipe sizes and gasket materials approved under the qualification
test will be accepted.
9-05.12 Polyvinyl chloride (PVc) Pipe
9-05.12(1) Solid Wall PVc culvert Pipe, Solid Wall PVc Storm Sewer Pipe, and
Solid Wall PVc Sanitary Sewer Pipe
Solid wall PVC culvert pipe, solid wall PVC storm sewer pipe, and solid wall PVC
sanitary sewer pipe and fittings shall be solid wall construction and shall conform to the
following requirements:
For pipe sizes up to 15 inches: ASTM D 3034 SDR 35
For pipe sizes from 18 to 48 inches: ASTM F 679 using a minimum pipe stiffness of
115 psi in accordance with Table 1.
Joints for solid wall PVC pipe shall conform to ASTM D 3212 using elastomeric
gaskets conforming to ASTM F 477.
Fittings for solid wall PVC pipe shall be injection molded, factory welded, or factory
solvent cemented.
9-05.12(2) Profile Wall PVC Culvert Pipe, Profile Wall PVC Storm Sewer Pipe,
and Profile Wall PVC Sanitary Sewer Pipe
Profile wall PVC culvert pipe and profile wall PVC storm sewer pipe shall meet
the requirements of ASTM F 794 Series 46, or ASTM F 1803. Profile wall PVC sanitary
sewer pipe shall meet the requirements of ASTM F 794 Series 46, or ASTM F 1803. The
maximum pipe diameter shall be as specified in the Qualified Products List.
Joints for profile wall PVC culvert pipe shall conform to ASTM D 3212 using
elastomeric gaskets conforming to ASTM F 477, or as approved through the State
Materials Laboratory.
Qualified producers are identified in the Qualified Products List. Qualification for
each producer requires joint system conformation to ASTM D 3212 using elastomeric
gaskets conforming to ASTM F 477 and a formal quality control plan for each plant
proposed for consideration.
A producer’s Certificate of Compliance shall be required and shall accompany the
materials delivered to the project. The certificate shall clearly identify production lots for
all materials represented. The Contracting Agency may conduct verification tests of pipe
stiffness or other properties as it deems appropriate.
Fittings for profile wall PVC pipe shall meet the requirements of ASTM F 794
Series 46, or ASTM F 1803.
2010 Standard Specifications M 41-10 Page 9-49
DRAINAGE STRucTuRES, culVERTS, AND cONDuITS 9-05
9-05.13 Ductile Iron Sewer Pipe
This material shall not be used in Washington Department of Transportation projects
unless specified in the Special Provisions.
Ductile iron pipe shall conform to ANSI A 21.51 or AWWA C 151 and shall be
cement mortar lined, push-on joint, or mechanical joint. The ductile iron pipe shall be
Class 50 or the class indicated on the Plans or in the Special Provisions.
Joints for ductile iron pipe shall be rubber gasketed conforming to the requirements
of ANSI A 21.11 or AWWA C-111.
Cast iron fittings may be used with ductile iron pipe. Saddles fastened to pipe with
external bands shall not be acceptable on any new system. Normally, all fittings shall be
the same material as the pipe being connected, except that fittings using other materials
or constructed with more than one material may be used subject to the approval of the
Engineer. Fittings shall have sufficient strength to withstand handling and load stresses
normally encountered.
9-05.14 ABS composite Sewer Pipe
This material shall not be used in Washington Department of Transportation projects
unless specified in the Special Provisions.
ABS composite pipe shall meet the requirements of AASHTO M 264.
ABS composite pipe shall be provided with Type OR (flexible gasketed) joints.
Rubber gasketed joints shall conform to applicable provisions of ASTM C 443.
Fittings for ABS composite pipe shall be specifically designed for connection to
ABS composite pipe with solvent cement. Normally, all fittings shall be the same material
as the pipe being connected, except that fittings using other materials or constructed with
more than one material may be used subject to the approval of the Engineer. Fittings shall
have sufficient strength to withstand handling and load stresses normally encountered.
9-05.15 Metal castings
For all metal castings the producing foundry shall provide certification stating the
country of origin, the material meets the required ASTM or AASHTO Specification
noted in the subsections below. The producing foundry shall detail all test results from
physical testing to determine compliance to the Specifications. The test reports shall
include physical properties of the material from each heat and shall include tensile,
yield, and elongation as specified in the appropriate ASTM or AASHTO Specification.
For AASHTO 1 M 306, Section 8, Certification is deleted and replaced with the above
certification and testing requirements.
Metal castings for drainage structures shall not be dipped, painted, welded, plugged,
or repaired. Porosity in metal castings for drainage structures shall be considered a
workmanship defect subject to rejection by the Engineer. Metal castings made from gray
iron or ductile iron shall conform to the requirements of AASHTO M 306, and metal
castings made from cast steel shall conform to the requirements of Section 9-06.8. All
metal castings shall meet the proof load testing requirements of AASHTO M 306.
9-05.15(1) Manhole Ring and cover
Castings for manhole rings shall be gray iron or ductile iron and covers shall be
ductile iron.
All covers shall be interchangeable within the dimensions shown in the Standard
Plans. All mating surfaces shall be machine finished to ensure a nonrocking fit.
The inside vertical recessed face of the ring and the vertical outside edge of the
cover shall be machined or manufactured to the following tolerances:
Ring +3/32 inch to -3/32 inch
Cover +3/32 inch to -3/32 inch
Page 9-50 2010 Standard Specifications M 41-10
9-05 DRAINAGE STRucTuRES, culVERTS, AND cONDuITS
All manhole rings and covers shall be identified by the name or symbol of the
producing foundry and country of casting origin. This identification shall be in a plainly
visible location when the ring and cover are installed. Ductile iron shall be identified by
the following, “DUC” or “DI.” The producing foundry and material identification shall
be adjacent to each other and shall be minimum ½ inch to maximum 1-inch high letters,
recessed to be flush with the adjacent surfaces.
9-05.15(2) Metal Frame, Grate and Solid Metal cover for catch Basins or Inlets
Castings for metal frames for catch basins and inlets shall be cast steel, gray iron, or
ductile iron, and as shown in the Standard Plans.
Castings for grates and solid metal covers for catch basins and inlets shall be cast
steel or ductile iron and as shown in the Standard Plans. Additionally, leveling pads
are allowed on grates and solid metal covers with a height not to exceed ⅛ inch. The
producing foundry’s name and material designation shall be embossed on the top of the
grate. The material shall be identified by the following: “CS” for cast steel or “DUC” or
“DI” for ductile iron and shall be located near the producing foundry’s name.
Grates and covers shall be seated properly to prevent rocking, including the
replacement of existing covers with solid metal covers. After seating, the frame and
grate or frame and cover shall be maintained as a unit. Alternate designs are acceptable
provided they conform to the manufacturer’s shop drawings approved prior to Award of
the Contract.
9-05.15(3) cast Metal Inlets
The castings for cast metal inlets shall be cast steel or ductile iron, and as shown
in the Standard Plans. Alternate plans are acceptable provided they conform to the
fabricator’s shop drawings approved prior to Award of Contract.
9-05.16 Grate Inlets and Drop Inlets
Steel in grates, angles, and anchors for grate inlets shall conform to ASTM A 36,
except structural tube shall conform to ASTM A 500, Grade B, and structural shapes may
conform to ASTM A 992. After fabrication, the steel shall be galvanized in accordance
with AASHTO M 111, or galvanized with a hot-sprayed (plasma flame applied) 6 mil
minimum thickness plasma coating.
Steel grating shall be fabricated by weld connections. Welds, welding procedures,
and welding materials shall conform with the AWS D1.1/D1.1M, latest edition, Structural
Welding Code.
Alternate grate designs will be permitted, with the approval of the Engineer,
providing the hydraulic capacity is not decreased, the overall dimensions are the same
allowing the grate to be interchangeable, and the strength is essentially equal to the grate
shown in the Standard Plan or the Plans.
The Contractor has the option of furnishing either cast-in-place or precast inlets
unless otherwise shown in the Plans. Alternate designs are acceptable provided they
conform to the fabricator’s shop drawings approved prior to Award of the Contract.
9-05.17 Aluminum Spiral Rib Storm Sewer Pipe
Aluminum spiral storm sewer pipe shall meet the fabrication requirements of
AASHTO M 196 and these Specifications. Aluminum alloy shall meet the material
requirements of AASHTO M 97 (ASTM B744). The size and corrugation shall be as
shown in the Plans or in the Specifications. The size, metal, and protective treatment shall
be as shown in the Plans or in the Specifications.
2010 Standard Specifications M 41-10 Page 9-51
DRAINAGE STRucTuRES, culVERTS, AND cONDuITS 9-05
The manufacturer of spiral rib storm sewer pipe shall furnish to the Engineer a
Manufacturer’s Certificate of Compliance stating that the materials furnished comply in
all respects with these Specifications. The Engineer may require additional information or
tests to be performed by the Contractor at no expense to the Contracting Agency.
Unless otherwise specified, spiral rib storm sewer pipe shall be furnished with pipe
ends cut perpendicular to the longitudinal axis of the pipe. Pipe ends shall be cut evenly.
Spiral rib pipe shall be fabricated by using a continuous helical lock seam.
Spiral rib storm sewer pipe shall have helical ribs that project outwardly, be formed
from a single thickness of material, and conform to one of the following configurations:
1. ¾-inch wide by ¾-inch deep ribs at 7½-inches on center.
2. ¾-inch wide by 1-inch deep ribs at 11½-inches on center.
3. ¾-inch wide by ⅝-inch deep ribs at 12-inches on center.
9-05.17(1) continuous lock Seam Pipe
Pipes fabricated with a continuous helical lock seam parallel to the rib may be
used for full circle pipe. The lock seam shall be formed in the flat between ribs and shall
conform to Sections 13.2.1 through 13.2.5 of AASHTO M 196.
9-05.17(1)A Basis for Acceptance
The basis for acceptance will be a qualification test, conducted by the State Materials
Laboratory, for each manufacturer of spiral rib lock seam pipe. Only those specific pipe
sizes and gasket materials, if any, approved under the qualification test, will be accepted.
Continuous lock seam pipe shall be sampled and tested in accordance with
AASHTO T 249.
9-05.17(2) coupling Bands
Coupling bands shall be of the same material as the pipe. Coupling bands and
gaskets shall conform to Section 9-05.10(1).
9-05.18 Safety Bars for culvert Pipe
Steel pipe used as safety bars and steel pipe used as sockets shall conform to ASTM
A 53, Grade B. Steel tubing used as safety bars shall conform to ASTM A 500, Grade B.
Steel plate shall conform to ASTM A 36. All parts shall be galvanized after fabrication in
accordance with AASHTO M 111.
9-05.19 corrugated Polyethylene culvert Pipe
Corrugated polyethylene culvert pipe shall meet the requirements of AASHTO
M 294 Type S or D for pipe 12-inch to 60-inch diameter with silt-tight joints.
Joints for corrugated polyethylene culvert pipe shall be made with either a bell/bell
or bell and spigot coupling and shall incorporate the use of a gasket conforming to the
requirements of ASTM D 1056, ASTM F 477, or ASTM D 5249. All gaskets shall be
factory installed on the coupling or on the pipe by the producer. Qualified producers and
approved joints are listed in the Qualified Products Lists.
Qualification for each producer of corrugated polyethylene culvert pipe requires
an approved joint system and a formal quality control plan for each plant proposed
for consideration.
A Manufacturer’s Certificate of Compliance shall be required and shall accompany
the materials delivered to the project. The certificate shall clearly identify production lots
for all materials represented. The Contracting Agency may conduct verification tests of
pipe stiffness or other properties as it deems appropriate.
Page 9-52 2010 Standard Specifications M 41-10
9-05 DRAINAGE STRucTuRES, culVERTS, AND cONDuITS
9-05.20 corrugated Polyethylene Storm Sewer Pipe
Corrugated polyethylene storm sewer pipe and fittings shall meet the requirements
of AASHTO M 294 Type S or D. The maximum pipe diameter for corrugated
polyethylene storm sewer pipe shall be the diameter for which a producer has submitted
a qualified joint. Qualified producers are listed in the Qualified Products List. Fittings
shall be blow molded, rotational molded, or factory welded.
All joints for corrugated polyethylene storm sewer pipe shall be made with a bell/
bell or bell and spigot coupling and shall conform to ASTM D 3212 using elastomeric
gaskets conforming to ASTM F 477. All gaskets shall be factory installed on the pipe
in accordance with the producer’s recommendations.
Qualification for each producer or corrugated polyethylene storm sewer pipe
requires joint system conformance to ASTM D 3212 using elastomeric gaskets
conforming to ASTM F 477 and a formal quality control plan for each plant proposed
for consideration.
A Manufacturer’s Certificate of Compliance shall be required and shall accompany
the materials delivered to the project. The certificate shall clearly identify production
lots for all materials represented. The Contracting Agency may conduct verification tests
of pipe stiffness or other properties as it deems appropriate.
9-05.30 Vacant
9-05.40 Vacant
9-05.50 Precast concrete Drainage Structures
9-05.50(1) Fabrication Tolerances and requirements
All precast concrete items shall meet the requirements of AASHTO M199,
fabricated as shown on the Plans, and shall meet the tolerances and revisions as
listed below.
1. The following information shall be legibly marked on each precast product
(excluding rectangular and round adjustment sections). Marking shall be
indented into the concrete, painted thereon with waterproof paint, or contained
within a bar-coded sticker firmly attached to the product:
a. fabricator name or trademark.
b. date of manufacture.
2. Catch Basins (to include Type 1, Type 1L, and Type 1P), and Concrete Inlets:
a. knock-out wall thickness, measured at thinnest point, 1½″ to 2½″
b. knock-out diameter, 5% plus/minus allowance.
c. base thickness, measured at thinnest point, 4″ with ½″ minus tolerance.
d. all other dimensions as shown on plans, 5% plus/minus allowance.
3. Catch Basin Type 2 and Manhole Type 1, 2, 3:
a. knock-out diameter, 5% plus/minus allowance.
4. Flat Slab Tops:
a. round or rectangular opening, 5% plus/minus allowance.
5. Rectangular or Circular Adjustment Sections:
a. opening size or diameter, 5% plus/minus allowance.
6. Conical Sections:
a. top opening diameter, 5% plus/minus allowance.
2010 Standard Specifications M 41-10 Page 9-53
DRAINAGE STRucTuRES, culVERTS, AND cONDuITS 9-05
7. Grate Inlets:
a. knock-out wall thickness, measured at thinnest point, 1½″ to 2½″.
b. knock-out diameter, 5% plus/minus allowance.
c. opening size, 2½% plus/minus allowance.
8. Drop Inlets:
a. knock-out diameter, 1″ plus/minus allowance.
9-05.50(2) Manholes
Precast concrete manholes shall meet the requirements of AASHTO M 199.
The joints may be the tongue and groove type or the shiplap type, sufficiently deep
to prevent lateral displacement.
When secondary synthetic fiber reinforcement is used in 48-inch-diameter by 3-foot-
high eccentric or concentric cone sections, the synthetic fiber shall meet the requirements
of Section 9-05.50(9). A minimum of two hoops of W2 wire shall be placed in the
48-inch end of each cone. No steel is required in the remainder of the cone.
Precast manhole sections 48-inch-diameter, with no knock-outs, may be produced
using no steel reinforcement. As an alternate to conventional steel reinforcement,
producers shall use synthetic structural fibers meeting the requirements of Section
9-05.50(10).
9-05.50(3) Precast concrete catch Basins
Precast concrete catch basins shall conform to the requirements of Section
9-05.50(1), except that the dimensions shall be as set forth in the Plans.
When secondary synthetic fiber reinforcement is used to produce Type 1, Type 1L,
and Type 1P Catch Basins, the synthetic fiber shall meet the requirements of Section
9-05.50(9). A minimum amount of steel reinforcement shall be used to reinforce the
area around the knockouts. Steel reinforcing shall consist of a No. 3 horizontal hoop
reinforcing bar located above the knockouts and a No. 3 vertical reinforcing bar in each
corner, extending a minimum of 18-inches below the top surface of the catch basin.
Catch Basin Type 1 may be produced using structural synthetic fibers meeting the
requirements of Section 9-05.50(10). Catch Basin Type 1 shall contain one hoop of No. 3
reinforcing bar around the top perimeter.
Knockouts or cutouts may be placed on all four sides and may be round or
D-shaped.
9-05.50(4) Precast concrete Inlets
Precast concrete inlets shall conform to the requirements of Section 9-05.50(1),
except that the dimensions shall be as set forth in the Plans.
9-05.50(5) Precast concrete Drywells
Precast concrete drywells shall meet the requirements of Section 9-05.50(1).
Seepage port size and shape may vary per manufacturer. Each seepage port shall provide
a minimum of 1-square inch and a maximum of 7-square inches for round openings and
15-square inches for rectangular openings. The ports shall be uniformly spaced with at
least one port per 8-inches of drywell height and 15-inches of drywell circumference.
Precast Drywells may be produced using no steel reinforcement. As an alternate to
conventional steel reinforcement, producers shall use synthetic structural fibers meeting
the requirements of Section 9-05.50(10).
Page 9-54 2010 Standard Specifications M 41-10
9-05 DRAINAGE STRucTuRES, culVERTS, AND cONDuITS
9-05.50(6) Vacant
9-05.50(7) Vacant
9-05.50(8) Vacant
9-05.50(9) Synthetic Fibers for Precast units
The synthetic fiber, either nylon multifilament fibers or polypropylene fibrillated
fibers, shall meet the requirements of ASTM C 1116, Section 4.1.3 3 and ICC ES AC
32, Sections 4.1.1 and 4.1.2. Synthetic fibers shall be added at a minimum dosage rate
of 1.0 pound of nylon multifilament fibers per cubic yard of concrete or 1.5-pounds of
polypropylene fibrillated fibers per cubic yard of concrete and shall be thoroughly mixed
with the concrete before placement in the forms. The synthetic fibers shall be a minimum
of 0.75-inches and a maximum of 2-inches in length.
9-05.50(10) Synthetic Structural Fibers for Precast units
Synthetic fibers shall be monofilament or monofilament/fibrillated blend made
of polyolefin, polypropylene, or polypropylene/polyethylene blend, meeting the
requirements of ASTM C 1116, Section 4.1.3, and ICC ES Acceptance Criteria 32,
Sections 4.1.3 and 4.1.2. Additionally, the vendor or manufacturer must furnish an
Engineering Report that provides test data in accordance with ASTM C 1018 and/or
ASTM C 1399 from an ICC-qualified commercial laboratory relating to the specification
requirements.
The vendor or manufacturer shall provide a letter of certification stating compliance
with specifications and/or standard codes.
The fibers shall be a minimum of 2-inches in length and have an aspect ratio (length
divided by the equivalent diameter of the fiber) between 70 and 100 when the fibers are in
their final phase.
The fibers shall have a minimum tensile strength of 50 ksi and a minimum modulus
of elasticity of 600 ksi, when tested in accordance with ASTM D 3822.
Precast drainage units shall have a minimum dosage rate of 3.75-lbs/cu yd. or
more in order to obtain an Average Residual Strength (ARS) of 175 PSI when tested in
accordance with ASTM C 1018 and/or ASTM C 1399. The fiber supplier shall submit
independent laboratory data to support ARS results.
2010 Standard Specifications M 41-10 Page 9-55
STRucTuRAl STEEl AND RElATED MATERIAlS 9-06
9-06 STRucTuRAl STEEl AND RElATED MATERIAlS
9-06.1 Structural carbon Steel
Structural carbon steel shall conform to AASHTO M 270, Grade 36, except as
otherwise noted.
9-06.2 Structural low Alloy Steel
Structural low alloy steel shall conform to AASHTO M 270, Grade 50 or 50W
as specified in the Plans or Special Provisions, except as otherwise noted.
9-06.3 Structural high Strength Steel
Structural high strength steel shall be high yield strength, quenched and tempered
structural steel conforming to AASHTO M 270, Grades 70W, 100, or 100W as specified
in the Plans or Special Provisions, except as otherwise noted.
9-06.4 Vacant
9-06.5 Bolts
9-06.5(1) Unfinished Bolts
Unfinished bolts (ordinary machine bolts) shall conform to the Specification
requirements of ASTM A 307 Grade A or B. Nuts shall comply with ASTM A 563
Grade A requirements. Washers, unless otherwise specified, shall meet ASTM F 844
Specifications.
The Contractor shall submit a Manufacturer’s Certificate of Compliance for the
bolts, nuts, and washers prior to installing any of them.
9-06.5(2) Vacant
9-06.5(3) high-Strength Bolts
High-strength bolts for structural steel joints shall conform to either AASHTO
M 164 Type 1 or 3 or AASHTO M 253 Type 1 or 3, as specified in the Plans or
Special Provisions.
Galvanized AASHTO M 164 Type 1 bolts with an ultimate tensile strength above
145 ksi shall be tested for embrittlement. Embrittlement testing shall be conducted after
galvanization in accordance with ASTM F 606, Section 7. The Manufacturer’s Certificate
of Compliance for the lot provided shall show the ultimate tensile strength test results.
Bolts conforming to AASHTO M 253 shall not be galvanized. AASHTO M 253
Type 1 bolts shall be painted with two coats of paint, conforming to Section 9-08.1(2)
B, with a minimum dry film thickness of 2-mils per coat, when specified in the Plans or
Special Provisions.
Bolts for unpainted and nongalvanized structures shall conform to either AASHTO
M 164 Type 3 or AASHTO M 253 Type 3, as specified in the Plans or Special Provisions.
Nuts for high strength bolts shall meet the following requirements:
AASHTO M 164 Bolts
Black Type 1 AASHTO M 291 Grade C, C3, DH, and DH3
AASHTO M 292 Grade 2H
Black weathering Type 3 AASHTO M 291 Grade C3 and DH3
Galvanized Type 1 AASHTO M 291 Grade DH
AASHTO M 292 Grade 2H
AASHTO M 253 Bolts
Black Type 1 AASHTO M 291 Grade DH and DH3
AASHTO M 292 Grade 2H
Black weathering Type 3 AASHTO M 291 Grade DH3
Page 9-56 2010 Standard Specifications M 41-10
9-06 STRucTuRAl STEEl AND RElATED MATERIAlS
Nuts that are to be galvanized shall be tapped oversized the minimum required for
proper assembly. The amount of overtap shall be such that the nut will assemble freely on
the bolt in the coated condition and shall meet the mechanical requirements of AASHTO
M 291 and the rotational capacity test specified in AASHTO M 164.
Galvanized nuts shall be lubricated in accordance with AASHTO M 291 including
supplementary requirement S2. Documentation shall include the name, method of
application, and dilution of the lubricant applied to the nuts.
Washers for AASHTO M 164 Type 1 and 3 bolts; and AASHTO M 253 Type 1,
2, and 3 bolts shall meet the requirements of AASHTO M 293. The surface condition
and weathering characteristics of the washers shall be the same as for the bolts being
specified.
Direct Tension Indicators shall conform to the requirements of ASTM F 959 and
may be used with either AASHTO M 164 or M 253 bolts. Direct tension indicators shall
be galvanized by mechanical deposition in accordance with AASHTO M 298 class 55.
Hot dip galvanizing will not be allowed.
All bolts, nuts, and direct tension indicators shall be marked and identified as
required in the pertinent Specifications.
Lock-pin and collar fasteners which meet the materials, manufacturing, and
chemical composition requirements of AASHTO M 164 or AASHTO M 253, and which
meet the mechanical property requirements of the same Specification in full size tests,
and which have a body diameter and bearing areas under lock-pin head and collar not
less than those provided by a bolt and nut of the same nominal size may be used. The
Contractor shall submit a detailed installation procedure to the Engineer for approval.
Approval to use a lock-pin and collar fasteners will be given by the Engineer prior to use
on these types of fasteners.
The Contractor shall provide Manufacturer’s Certificate of Compliance for all
bolts, nuts, washers, and load indicators. The Manufacturer’s Certificate of Compliance
shall include certified mill test reports and test reports performed on the finished bolt
confirming that all of the materials provided meet the requirements of the applicable
AASHTO or ASTM Specification. The documentation shall also include the name and
address of the test laboratory, the date of testing, the lot identification of the bolts and
nuts, and coating thickness for galvanized bolts and nuts. Shipping containers (not lids)
shall be marked with the lot identification of the item contained therein.
Bolts shall be sampled prior to incorporating into a structure. For the purposes
of selecting samples, a lot of bolts shall be the quantity of bolts of the same nominal
diameter and same nominal length in a consignment shipped to the project site. The
minimum number of samples from each lot shall be as follows:
Lot Size Sample Size1,2
0 to 50 *
51 to 150 4
151 to 1,200 6
1,201 to 10,000 10
10,001 to 35,000 16
35,001 and over 24
*Manufacturer’s Certificate of Compliance — samples not required.
1 If bolts are galvanized, increase the sample size by 1.5 times the table value for the
number of bolts being sampled.
2 Nuts, washers, and load indicator devices shall be sampled at the same frequency as
the bolts.
2010 Standard Specifications M 41-10 Page 9-57
STRucTuRAl STEEl AND RElATED MATERIAlS 9-06
All testing of bolts, nuts, washers, and load indicating devices shall be performed on
specimens as they are to be installed.
All samples shall include a Manufacturer’s Certificate of Compliance for each lot of
bolts provided as defined in Section 1-06.3.
9-06.5(4) Anchor Bolts
Anchor bolts shall meet the requirements of ASTM F 1554 and, unless otherwise
specified, shall be Grade 105 and shall conform to Supplemental Requirements S2, S3,
and S4.
Nuts for ASTM F 1554 Grade 105 black anchor bolts shall conform to AASHTO
M 291, Grade D or DH. Nuts for ASTM F 1554 Grade 105 galvanized bolts shall
conform to AASHTO M 291, Grade DH and shall conform to the lubrication
requirements in Section 9-06.5(3). Nuts for ASTM F 1554 Grade 36 or 55 black or
galvanized anchor bolts shall conform to AASHTO M 291, Grade A. Washers shall
conform to ASTM F 436.
The bolts shall be tested by the manufacturer in accordance with the requirements
of the pertinent Specification and as specified in these Specifications. Anchor bolts, nuts,
and washers shall be inspected prior to shipping to the project site. The Contractor shall
submit to the Engineer for approval a Manufacturer’s Certificate of Compliance for the
anchor bolts, nuts, and washers, as defined in Section 1-06.3. If the Engineer deems it
appropriate, the Contractor shall provide a sample of the anchor bolt, nut, and washer
for testing.
All bolts, nuts, and washers shall be marked and identified as required in the
pertinent Specification.
9-06.6 Vacant
9-06.7 Vacant
9-06.8 Steel castings
Steel castings shall conform to the requirements of AASHTO M 103, Mild to
Medium Strength Carbon Steel Castings for General Application, grade 70-36, unless
otherwise designated in the Plans or in the Special Provisions.
9-06.9 Gray Iron castings
Gray iron castings shall conform to the requirements of AASHTO M 306. The
class of castings to be furnished shall be that designated in the Plans or in the Special
Provisions.
9-06.10 Malleable Iron castings
Malleable iron castings shall conform to the requirements of ASTM A 47.
9-06.11 Steel Forgings and Steel Shafting
Steel forgings shall conform to the requirements of AASHTO M 102. The classes of
forgings to be furnished shall be those specified in the Plans or in the Special Provisions.
Steel shafting shall conform to the requirements of AASHTO M 169, Grade
Designation 1016 to 1030 inclusive, unless otherwise specified.
9-06.12 Bronze castings
Bronze castings shall conform to the requirements of AASHTO M 107, Bronze
Castings for Bridges and Turntables.
9-06.13 Vacant
Page 9-58 2010 Standard Specifications M 41-10
9-06 STRucTuRAl STEEl AND RElATED MATERIAlS
9-06.14 Ductile Iron castings
Ductile iron castings shall conform to the requirements of ASTM A 536, Grade
80-55-06, unless otherwise specified in the Plans or in the Special Provisions.
9-06.15 Welded Shear connectors
Welded shear studs shall be made from cold drawn bar stock conforming to the
requirements of AASHTO M 169. Grades 1010 through 1020, inclusive, either semi-
killed or killed deoxidation.
The material shall conform to the following mechanical properties:
Tensile Strength 60,000 psi min.
Yield Strength 50,000 psi min.
Elongation 20% min.
Reduction of Area 50% min.
Mechanical properties shall be determined in accordance with AASHTO Methods
and Definitions T 244.
At the manufacturer’s option, mechanical properties of the studs shall be determined
by testing either the steel after cold finishing, or the full diameter finished studs.
9-06.16 Roadside Sign Structures
All bolts, nuts, washers, cap screws, and coupling bolts shall conform to AASHTO
M 164 and Section 9-06.5(3). All connecting hardware shall be galvanized after
fabrication in accordance with AASHTO M 232.
Posts for single-post sign structures shall meet the requirements of ASTM A 500
Grade B or ASTM A 53 Grade B, Type E or S.
Posts for perforated square steel posts shall meet the requirements of ASTM A 653
Grade 50. Perforated square steel posts shall be finished in accordance with ASTM A 653
G90 Structural Quality Grade 50 or ASTM A 653 G140.
Slip bases (SB1, SB2, and SB3) for perforated square steel posts shall conform to
the following:
Plates ASTM A 572
Casting (SB3) ASTM A 536 Grade 65-45-12 and ASTM A 153
Tubing ASTM A 500 Grade B
Angle Iron (SB1) ASTM A 36
Except as noted otherwise, the slip bases (SB1, SB2, and SB3) for perforated square
steel posts shall be hot dipped galvanized.
The heavy-duty anchor used for perforated square steel posts (ST-4) shall meet the
requirements of ASTM A 500 Grade B and shall be hot-dipped galvanized.
Wide flange steel or solid square steel posts for multiple-post sign structures shall
conform to either ASTM A 36 or ASTM A 992. Posts conforming to either ASTM A 588
or ASTM A 572 Grade 50 may be used as an acceptable alternate to the ASTM A 36 and
ASTM A 992 posts. All steel not otherwise specified shall conform to either ASTM A 36
or ASTM A 992.
Except as noted otherwise, all steel, including posts, base plates, and base stiffeners,
shall be galvanized after fabrication in accordance with AASHTO M 111.
Base connectors for multiple directional steel breakaway posts shall conform to the
following:
Brackets Aluminum Alloy 6061 T-6
Bosses for Type TPB Brackets ASTM A 582
2010 Standard Specifications M 41-10 Page 9-59
STRucTuRAl STEEl AND RElATED MATERIAlS 9-06
Anchor Ferrules Type 304 stainless steel for threaded portion.
AISI 1045 steel rod and AISI 1008 coil for
cage portion
Anchor couplings for multiple directional steel breakaway posts shall conform
to AMS 6378D with a tensile breaking strength range as follows:
Type TPA 17,000 to 21,000-lb.
Type TPB 47,000 to 57,000-lb.
For multi-directional breakaway base connectors, shims shall conform to ASTM
A 653, SS Grade 33, Coating Designation G 165.
9-06.17 Vacant
9-06.18 Metal Bridge Railing
Metal bridge railing shall conform to the type and material Specifications set forth
in the Plans and Special Provisions. Steel used for metal railings, when galvanized after
fabrication in accordance with AASHTO M 111, shall have a controlled silicon content
of either 0.00 to 0.04 percent or 0.15 to 0.25 percent. Mill test certificates verifying the
silicon content of the steel shall be submitted to both the galvanizer and the Engineer
prior to beginning galvanizing operations.
Section 8, part (b) of the Aluminum Association Standard Specifications for
Aluminum Railing Posts Alloy A 344-T4 is hereby revised to provide that no X-ray
inspection will be required after a foundry technique has been established for each mold
which will ensure production of castings which are free from harmful defects. Inspection
for approval of castings will be made by the Engineer after the finished castings have
been anodized as noted in the Plans.
Welding of aluminum shall be in accordance with Section 9-28.14(3).
9-06.19 Vacant
9-06.20 Vacant
9-06.21 Vacant
9-06.22 Bolts, Washers, and Other hardware
Ordinary machine bolts and flat head bolts shall be made from commercial bolt
stock meeting the Specifications of ASTM A 307, and shall be grade A. Drift bolts
and dowels may be either wrought iron or medium steel. Washers may be cast iron or
malleable iron or may be cut from medium steel or wrought iron plate.
All bolts and other hardware which are to be galvanized and which require bending
or shaping shall be hot forged to the required shape before galvanizing. Cold bending of
such material will not be permitted because of the tendency toward embrittlement during
the galvanizing process. Galvanizing shall be in accordance with AASHTO M 232.
Split rings for log cribbing of 4-inches inside diameter shall be manufactured from
hot rolled, low carbon steel conforming to ASTM A 711 AISI, Grade 1015. Each ring
shall form a true circle with the principle axis of the cross section of the ring metal
parallel to the geometric axis of the ring. The thickness of the metal section shall be
0.195-inch plus or minus 0.010-inch and the section shall be beveled from the central
portion toward the edges to a thickness of 0.145-inch plus or minus 0.010-inch. It shall
be cut through in one place in its circumference to form a tongue and slot. Split ring
connectors shall be galvanized in accordance with AASHTO M 232.
Page 9-60 2010 Standard Specifications M 41-10
9-06 STRucTuRAl STEEl AND RElATED MATERIAlS
Spike-grid timber connectors shall be manufactured according to ASTM A 47
for malleable iron castings. They shall consist of 4 rows of opposing spikes forming a
4⅛-inch square grid with 16 teeth which are held in place by fillets which are diamond
shaped in cross section.
Nails shall be round wire of standard form. Spikes shall be wire spikes or boat
spikes, as specified in the Plans. Bolts, dowels, washers, and other hardware, including
nails, shall be black or galvanized as specified in the Plans, but if not so specified shall be
galvanized when used in treated timber structures.
2010 Standard Specifications M 41-10 Page 9-61
REINFORcING STEEl 9-07
9-07 REINFORcING STEEl
9-07.1 General
9-07.1(1) Acceptance by Manufacturer’s Certification
Reinforcing steel may be accepted by the Engineer based on the Manufacturer’s
Certificate of Compliance.
9-07.1(1)A Acceptance of Materials
Steel reinforcing bar manufacturers use either an English or a Metric size
designation while stamping rebar. The actual size of the bar, whether stamped with an
English or a Metric size designation is acceptable. The Contract plans and the standard
plans will continue to use an English size designation. The table below shows the
comparable reinforcing steel bar size designations in the both units of measure:
English Designation Bar Diameter Metric Designation
#3 (0.375-inches)#10
#4 (0.500-inches)#13
#5 (0.625-inches)#16
#6 (0.750-inches)#19
#7 (0.875-inches)#22
#8 (1.000-inches)#25
#9 (1.128-inches)#29
#10 (1.270-inches)#32
#11 (1.410-inches)#36
#14 (1.690-inches)#43
#18 (2.260-inches)#57
9-07.1(2) Bending
Steel reinforcing bars shall be cut and bent by careful and competent workmen.
They shall be bent cold to templates, which shall not vary appreciably from the shape and
dimension shown in the Plans. The dimensions shown in the Plans are out-to-out unless
shown otherwise. Hooks and bends of steel reinforcing bars shall be bent to the following
inside diameters unless shown otherwise in the Plans:
Bar Size Stirrups and Ties All Other Bars
No. 3 1½″6 bar diameters
No. 4 2″6 bar diameters
No. 5 2½″6 bar diameters
No. 6 4½″6 bar diameters
No. 7 5¼″6 bar diameters
No. 8 6″6 bar diameters
No. 9 through No. 11 8 bar diameters
No. 14 through No. 18 10 bar diameters
The supplementary requirements of AASHTO M 31 for bend tests shall apply to size
No. 14 and No. 18 steel reinforcing bars which have hooks or bends.
Hooked ends of steel reinforcing bars shall be standard hooks unless shown
otherwise in the Plans. Standard hooks shall consist of a 90, 135, or 180-degree bend
as shown in the Plans plus a minimum bar extension at the free end of the bar shown in
the table below. Seismic hooks shall consist of a 135-degree bend plus a minimum bar
extension at the free end of the bar shown in the table below.
Page 9-62 2010 Standard Specifications M 41-10
9-07 REINFORcING STEEl
Minimum Bar Extensions for Standard and Seismic Hooks
180º Hook 135º Hook 90º Hook
Bar Size All Bars
Seismic
Hook
All Other
Bars
Stirrups
and Ties
All Other
Bars
No. 3 2 ½″3″ 2¼″ 2¼″ 4½″
No. 4 2 ½″3″ 3″ 3″ 6″
No. 5 2 ½″3¾″ 3¾″ 3¾″ 7½″
No. 6 3″4½″ 4½″ 9″ 9″
No. 7 3½″5¼″ 5¼″ 10½″ 10½″
No. 8 4″6″ 6″ 12″ 12″
No. 9 4¾″13¾″
No. 10 5¼″15¼″
No. 11 5¾″17″
No. 14 7″20½″
No. 18 9¼″27¼″
9-07.1(3) lengths
Net length is the length of bar along the bar centerline from end to end. Net lengths
of bent bars shown in the “LENGTH” column of the bar list in the plans are rounded to
the nearest inch.
9-07.1(4) Vacant
9-07.2 Deformed Steel Bars
Deformed steel bars for concrete reinforcement shall conform to either AASHTO
M 31 Grade 60, or ASTM A 706, except as otherwise noted. Steel reinforcing bar for
the cast-in-place components of bridge structures (excluding sidewalks and barriers but
including shafts and concrete piles), and for precast substructure components of bridge
structures, shall conform to ASTM A 706 only. However, in computing the ultimate
unit tensile stress from test data, the area may be corrected for mass per linear foot of
the bar within the weight tolerances listed. No such correction for mass shall be used in
calculating the yield stress; the nominal area of the bar, as given in Table 1 of AASHTO
M 31 or ASTM A 706, shall be used in this computation.
Deformed steel bars are referred to in the Plans and Specifications by number:
for example, No. 3, No. 4, No. 5, etc.
9-07.3 Epoxy coated Steel Reinforcing Bars
Epoxy coated rebar shall be coated according to AASHTO M 284 with the
additional following modifications:
1. The list of steel reinforcing bars acceptable for coating shall include ASTM
A 706.
2. The Contractor shall furnish a written certification that properly identifies
the material, the number of each batch of coating material used, quantity
represented, date of manufacture, name and address of manufacturer, and
a statement that the supplied coating material meets the requirements of
AASHTO M 284.
3. Prior to coating the bars, the Contractor shall submit to the Engineer for review,
the coating material manufacturer’s recommendation on the proper use and
application requirements of the coating material. For Pre Approved Epoxy
Coating Facilities this information will be available to the Fabrication Inspector
upon request.
2010 Standard Specifications M 41-10 Page 9-63
REINFORcING STEEl 9-07
4. A certification stating that all bars have been coated in accordance with the
coating material manufacturer’s recommendations and these Specifications
shall be furnished with each shipment. This certification shall include for
each bar size the preheat temperatures, cure times, thickness checks, holidays
detected, and test results. Two copies of these certifications shall be furnished
to the Engineer.
5. The Contractor shall give advance notice to the Engineer of the coating
schedule in the coating plant so that Contracting Agency inspection may
be provided. The Engineer may inspect the coated bars at the coating plant
for approval.
6. The patching material, compatible with the coating material and inert in
concrete, shall be supplied with each shipment.
7. For projects where epoxy coated steel reinforcing bars are used in the top mat
of bridge decks only, the maximum amount of damage to the coating shall not
exceed 0.25 percent of the surface area of each bar.
8. The thickness of epoxy coating shall be 10 mils plus or minus 2 mils.
9. Samples, when required, shall be shipped to the Washington State Department
of Transportation, Materials Laboratory, 1655 South 2nd Ave, Tumwater,
Washington 98504.
9-07.4 Plain Steel Bars
Where plain steel bars are specified, they shall conform to the chemical and
physical properties of AASHTO M 31, Grade 60, unless specifically noted otherwise.
Plain steel bars are indicated in the Plans and Specifications by fractions of an inch;
for example, ⅜-inch Ø, ½-inch Ø, ⅝-inch Ø, etc.
9-07.5 Dowel Bars (For cement concrete Pavement)
9-07.5(1) Epoxy coated Dowel Bars (For cement concrete Pavement)
Epoxy coated dowel bars shall be round plain steel bars of the dimensions shown
in the Standard Plans. They shall conform to AASHTO M 31, Grade 60 or AASHTO M
255, Grade 60 and shall be coated in accordance with ASTM A 934. The thickness of
the epoxy coating shall be 10 mils plus or minus 2 mils. In addition, the requirements of
Section 9-07.3, Items 2, 3, 4, 5, 6, and 9 shall apply.
9-07.5(2) corrosion Resistant Dowel Bars (For cement concrete Pavement)
Corrosion resistant dowel bars shall be 1½-inch outside diameter plain round steel
bars 18-inches in length and meet the requirements one of the following types:
A. Stainless Steel Clad dowel bars shall have a minimum 0.06-inches clad to a
plain steel inner bar meeting the chemical and physical properties of AASHTO
M 31, Grade 60, or AASHTO M 255, Grade 60. Stainless Steel Clad shall meet
the chemical properties of ASTM A 276, Type 316L.
B. Stainless Steel Tube dowel bars shall have a minimum 0.06-inch-thick tube
press-fitted onto a plain steel inner bar meeting the chemical and physical
properties of AASHTO M 31, Grade 60, or AASHTO M 255, Grade 60. A
lubricant/adhesive shall be used between the tube and the plain steel bar to fill
any voids. Stainless Steel Tube material shall meet the chemical properties of
ASTM A 276, Type 316L.
C. Stainless Steel Solid dowel bars shall be ASTM A 276, Type 316L.
D. Corrosion-resistant, low-carbon, chromium plain steel bars for concrete
reinforcement meeting all the requirements of ASTM A 1035.
Page 9-64 2010 Standard Specifications M 41-10
9-07 REINFORcING STEEl
E. Zinc Clad dowel bars shall be of the dimension shown in the Plans and
shall have a minimum 0.04-inches A710 Zinc alloy clad to a plain steel
inner bar meeting the chemical and physical properties of AASHTO M 31,
Grade 60, or AASHTO M 255, Grade 60. A710 Zinc shall be composed of:
ZN-99.5-percent, by weight, minimum; CU – 0.1 – 0.25-percent, by weight;
and Fe- 0.0020-percent, by weight, maximum.
The surface of the finished cut-to-length corrosion-resistant, low-carbon, chromium
plain steel bars for concrete reinforcement meeting all the requirements of ASTM
A 1035 dowels shall be provided with a hot-rolled, as-rolled finish, including mill scale.
The surface of all other finished cut-to-length dowels shall be provided with a smooth
“ground” or “cold drawn” finish.
Stainless Steel Clad and Tube Dowel bar ends shall be sealed with a patching
material (primer and finish coat) used for patching epoxy-coated reinforcing steel as
required in Standard Specification 9-07.3, item 6.
9-07.6 Tie Bars (For cement concrete Pavement)
Tie bars shall conform to the requirements of the Standard Specifications for
Deformed Billet Steel Bars for Concrete Reinforcement, AASHTO M 31, Grade 60 and
shall be coated in accordance with AASHTO M 284 or corrosion-resistant, uncoated,
low-carbon, chromium deformed steel bars for concrete reinforcement meeting all the
requirements of ASTM A 1035.
The form of the deformed bar shall be subject to approval by the Engineer.
Tie bars shall be free from dirt, grease, or other defects affecting the strength or bond
with the concrete.
9-07.7 Wire Mesh
Wire mesh for concrete reinforcement shall conform to the requirements of
AASHTO M 55, Welded Steel Wire Fabric for Concrete Reinforcement or AASHTO
M 221, Welded Deformed Steel Wire Fabric for Concrete Reinforcement. All wire mesh
shall be of an approved kind and quality of manufacture.
9-07.8 Deformed Wire
Deformed wire shall conform to the requirements of AASHTO M 225, Deformed
Steel Wire for Concrete Reinforcement.
Deformed wire is noted in the Plans and Specifications by the letter D, followed by a
number indicating the cross sectional area of the wire; for example, D2, D5, D20, etc.
9-07.9 cold Drawn Wire
Cold drawn wire shall conform to the requirements of AASHTO M 32, Cold Drawn
Steel Wire for Concrete Reinforcement.
Cold drawn wire is noted in the Plans and Specifications by the letter W followed by
a number indicating the cross sectional area of the wire; for example, W2, W5, W20, etc.
9-07.10 Prestressing Reinforcement Strand
Prestressing reinforcement shall be ½-inch diameter for precast-prestressed concrete
piles and ½-inch or 0.6-inch diameter for pretensioned concrete girders, post-tensioned
segmental precast concrete girders, or cast-in-place prestressed concrete.
Prestressing reinforcement shall be mill bright high tensile strength seven wire low
relaxation strand conforming to the requirements of AASHTO M 203, Grade 270.
2010 Standard Specifications M 41-10 Page 9-65
REINFORcING STEEl 9-07
All prestressing reinforcement furnished for a given structural member shall have
a maximum elongation differential of 3 percent at stress of 0.8 of the ultimate strength
of the prestressing steel. Each reel of prestressing reinforcement shall be accompanied
by a Manufacturer’s Certificate of Compliance, a mill certificate, and a test report. The
mill certificate and test report shall include the yield and ultimate strengths, elongation
at rupture, modulus of elasticity, and the stress strain curve for the actual prestress
reinforcing intended for use. All values certified shall be based on test values and actual
sectional areas of the material being certified.
For every five reels furnished, one sample, not less than 5½-feet long, shall be
sent to the Engineer for testing. Samples of the furnished reels with Manufacturer’s
Certificate of Compliance, a mill certificate, and test report may be shipped directly by
the manufacturer to the Engineer. An independent inspector, approved by the Contracting
Agency, shall be present during sampling and shall provide a written certification to the
Engineer.
9-07.11 Prestressing Reinforcement Bar
High-strength steel bars shall conform to AASHTO M 275, Type II.
Nuts shall conform to either ASTM A 29 Grade C1045, or ASTM A 536 Grade
100-70-03, and shall be capable of developing the larger of either 100 percent of the
minimum ultimate tensile strength (MUTS), or 95 percent of the actual ultimate tensile
strength (AUTS), of the bar. The anchor nuts shall conform to the specified strength
requirement while permitting a maximum 5 degree misalignment between the nut and the
bearing plate. A minimum of three tests, each from a different heat, are required.
Couplers, if required, shall be AASHTO M 169 Grade 1144, or equivalent steel,
developing the larger of either 100 percent of the MUTS, or 95 percent of the AUTS,
of the bar. The test shall be performed with the coupler having a one inch unengaged
segment between the two coupled bars. A minimum of three tests, each from a different
heat, are required.
For unbonded bars under dynamic loading, the connections shall withstand at least
500,000 cycles from 60 percent to 66 percent MUTS followed by at least 50 cycles
between 40 percent MUTS and 80 percent MUTS. A minimum of three tests, each
from a different heat, are required.
The Contractor shall supply a Manufacturer’s Certificate of Compliance
in accordance with Section 1-06.3 for each bar. The Contractor shall supply a
Manufacturer’s Certificate of Compliance in accordance with Section 1-06.3 for all nuts
and couplers, confirming compliance with the specified strength requirement.
For each heat of steel for high-strength steel bar, the Contractor shall submit two
samples, each not less than 5½-feet long, to the Engineer for testing.
Page 9-66 2010 Standard Specifications M 41-10
9-08 PAINTS AND RElATED MATERIAlS
9-08 PAINTS AND RElATED MATERIAlS
9-08.1 Paint
9-08.1(1) Description
Paints used for highway and bridge structure applications shall be made
from materials meeting the requirements of the applicable Federal and State Paint
Specifications, Department of Defense (DOD), American Society on Testing of Materials
(ASTM), and Steel Structures Painting Council (SSPC) specifications in effect at the time
of manufacture. The colors, where designated, shall conform to Section 9-08.1(8).
9-08.1(2) Paint Types
9-08.1(2)A Vinyl Pretreatment
Vinyl pretreatment shall be a two-component basic zinc chromate-vinyl butyral
wash primer conforming to DOD-P-15328 (Formula 117 for Metals) and SSPC Paint 27.
Zinc chromate shall be the insoluble type. The paint shall be supplied as two components
that are mixed together just prior to use.
9-08.1(2)B Galvanizing Repair Paint, High Zinc Dust Content
Galvanizing repair paint shall conform to Federal Specification MIL-P-21035B.
9-08.1(2)C Inorganic Zinc-Rich Primer
Inorganic zinc-rich primer shall be a two-component, self-curing, inorganic zinc-rich
paint, conforming to either AASHTO M 300 or SSPC Paint 20 Type II.
9-08.1(2)D Organic Zinc-Rich Primer
Epoxy polyamide primer shall be a two-component, VOC-compliant epoxy system,
conforming to MIL-DTL-24441.
9-08.1(2)E Epoxy Polyamide
Epoxy polyamide primer shall be a two-component, VOC-compliant epoxy system,
conforming to MIL-DTL-24441.
9-08.1(2)F Primer, Zinc-Filled, Single-Component, Moisture-Cured Polyurethane
Zinc-rich primer shall meet the following requirements:
Vehicle Type: Moisture-cured polyurethane.
Pigment Content: 80% minimum zinc by weight in dry film.
Volume Solids: 60% minimum.
Minimum wt./gal. 22.0-pounds.
9-08.1(2)G Intermediate and Stripe coat, Single component, Moisture-cured
Polyurethane
Vehicle Type: Moisture-cured polyurethane.
Pigment: A minimum of 3.0-lbs. of micaceous iron oxide per gallon.
Intermediate and any stripe coat shall meet the following requirements:
Minimum volume solids 50%.
A minimum of 3.0-lbs./gal. of micaceous iron oxide.
The intermediate coating shall be certified by the manufacturer to be able to be
recoated by the top coat in a minimum of 4-days.
2010 Standard Specifications M 41-10 Page 9-67
PAINTS AND RElATED MATERIAlS 9-08
9-08.1(2)h Top coat, Single-component, Moisture-cured Polyurethane
Vehicle Type: Moisture-cured aliphatic polyurethane.
Color: As specified in the Plans or Special Provisions.
The Top Coat shall meet the following requirements
The resin must be an aliphatic urethane.
Minimum-volume solids 50%.
The top coat shall be a semi-gloss.
9-08.1(2)I Rust-Penetrating Sealer
Rust-penetrating sealer shall be a two-component, chemically-cured, 100-percent
solids epoxy with maximum VOC 1.7-pounds/gallon.
9-08.1(2)J Black Enamel
The enamel shall conform to Federal Specification MIL PRF 2463D Type II Class II.
9-08.1(2)k Orange Equipment Enamel
The enamel shall be an alkyd gloss enamel conforming to Federal Specification
TT-E-489, except that the Sag Index shall be seven minimum. The color, when dry, shall
match that of Federal Standard 595, color number 12246.
For factory application to individual items of new equipment, samples and testing of
the enamel shall not be required; however, the equipment manufacturer shall match the
color specified and shall certify the quality of enamel used.
9-08.1(2)l Exterior Acrylic latex Paint-White
This paint shall conform to Federal Specification TT-P-96, Paint, Acrylic Emulsion,
Exterior, except that the viscosity shall be 75-85 K.U.
This paint may be used self-primed in multiple coats over salts-treated wood and on
interior and exterior masonry surfaces.
9-08.1(3) Working Properties
The paint shall contain no caked material that cannot be broken up readily by
stirring. When applied to a clean vertical surface, the paint shall dry without running,
streaking, or sagging.
9-08.1(4) Storage Properties
Paints manufactured under these Specifications shall show no skin over the surface
after 48-hours in a partially filled container, when tested as outlined in Federal Test
Method Standard No. 141. A slight amount of skin or gel formation where the surface
of the paint meets the side of the container may be disregarded. Variable percentages of
anti-skinning agents are shown in those formulas set forth above that are susceptible to
undesirable skin formation. The manufacturer will be allowed to vary the amount of anti-
skinning agent given in the formulas provided the above results are accomplished and
provided the paint does not dry to a nonuniform or nonelastic film.
9-08.1(5) Fineness of Grinding
The paint shall be ground so that all particles of pigment will be dispersed and be
coated with vehicle, and the residue on a 325 sieve will not exceed 1-percent by weight
of the pigment. Paint shall be homogeneous, free of contaminant, and of a consistency
suitable for use under intended application. Finished paint shall be well ground, and the
pigment shall be properly dispersed in the vehicle, conforming to the requirements of the
paint. Dispersion in the vehicle shall be such that the pigment does not settle excessively,
does not cake or thicken in the container, and does not become granular or curdled.
Page 9-68 2010 Standard Specifications M 41-10
9-08 PAINTS AND RElATED MATERIAlS
9-08.1(6) Test Methods
Except as otherwise specified, all paints shall be sampled and tested in the ready-
mixed form. The test methods shall be as specified in the Washington State Department
of Transportation (WSDOT) Materials Manual or the corresponding test method covered
by Federal Test Method Standard No. 141 or as specified under AASHTO R-31.
9-08.1(7) Acceptance
Except for batches of paint in total project quantities of 20-gallons or less that are
accepted upon the manufacturer’s certificate, the manufacturer shall not ship any batch of
paint until the paint has been tested and released by the WSDOT Materials Laboratory.
This release will not constitute final acceptance of the paint. Final acceptance will be
based on inspection or testing of job site samples as determined by the Engineer.
Project quantities of 20-gallons or less of the above paint types will be accepted
without inspection upon the manufacturer’s notarized certificate. This certificate shall
contain a statement by the manufacturer to the effect that the material meets the paint
type Specification, and it shall include a list of materials and quantities used. One copy
of the certificate shall accompany the paint when shipped and one copy with a drawdown
sample of the paint shall be sent to the Materials Laboratory. The paint may be used at
once without further release from the Materials Laboratory.
9-08.1(8) Standard colors
When paint is required to match a Federal Standard 595 color, the paint
manufacturer or the Contractor may obtain a sample of the required color through the
following internet link: http://www.colorserver.net.
When paint is required to match a WSDOT color (Washington Gray, Mt. St. Helens
Gray, Mt. Baker Gray, or Cascade Green), the paint color shall conform to the Delta E
deviation and CIELAB spectrophotometer analysis requirements specified in Section
9-08.3 for the corresponding color.
Unless otherwise specified, all top or finish coats shall be semigloss, with the paint
falling within the range of 35 to 70 on the 60-degree gloss meter.
9-08.2 Powder coating Materials for coating Galvanized Surfaces
The powder coating system shall consist of two components: an epoxy primer coat
and a polyester finish coat. The epoxy primer coat and the polyester finish coat materials
shall be from the same manufacturer.
The epoxy primer coat shall be an epoxy powder primer conforming to the following
requirements:
Property Specification Performance Requirement
Adhesion ASTM D 3359 Method B 5B (no failure)
Flexibility ASTM D 522 Method B Pass ⅛″ mandrel bend
Pencil Hardness ASTM D 3363 H Plus
Specific Gravity ASTM D 792 1.25 minimum
The polyester finish coat shall conform to American Architectural Manufacturers
Association (AAMA) Specification 2604.
Degassing additives may be added as necessary to prevent pin holes in the finish
coat. The degassing additives shall be added in accordance with manufacturer’s
recommendations.
The color of the powder coating system polyester finish coat shall be as specified in
the Plans or Special Provisions.
2010 Standard Specifications M 41-10 Page 9-69
PAINTS AND RElATED MATERIAlS 9-08
Repair materials shall be selected from one of the approved products listed in the
current Qualified Products List and specified in the Contractor’s powder coating plan as
approved by the Engineer.
9-08.3 Pigmented Sealer Materials for coating of concrete Surfaces
The pigmented sealer shall be a semi-opaque, colored toner containing only methyl
methacrylate-ethyl acrylate copolymer resins, toning pigments suspended in solution at
all times by a chemical suspension agent, and solvent. Toning pigments shall be laminar
silicates, titanium dioxide, and inorganic oxides only. There shall be no settling or color
variation. Tinting shall occur at the factory at the time of manufacture and placement in
containers, prior to initial shipment. Use of vegetable or marine oils, paraffin materials,
stearates, or organic pigments in any part of coating formulation shall not be permitted.
The Contractor shall submit a one-quart wet sample, a drawdown color sample, and
spectrophotometer or colorimeter readings taken in accordance with ASTM D 2244, for
each batch. The calculated Delta E shall not exceed 1.0 deviation from the Commission
Internationale de l’Eclairage (CIELAB) color measurement analysis method for each
pigmented sealer color.
For the respective color pigmented sealer shall conform to the following CIELAB
analysis.
Color III/Obs L*a*b*
Washington Gray D65/10-degrees
A/10-degrees
CWF/10-degrees
62.59
63.06
63.02
0.98
1.80
0.73
5.23
5.70
6.08
Cascade Green D65/10-degrees
A/10-degrees
CWF/10-degrees
36.62
35.82
36.34
-6.53
-7.15
-5.09
-0.89
-2.53
-1.18
Mt. Baker Gray D65/10-degrees
A/10-degrees
CWF/10-degrees
45.94
46.40
46.46
1.38
1.70
1.07
4.46
5.05
5.48
Mt. St. Helens
Gray
D65/10-degrees
A/10-degrees
CWF/10-degrees
56.07
56.76
56.67
2.15
3.08
1.64
6.68
7.52
7.85
The 1-quart wet sample shall be submitted in the manufacturer’s labeled container
with product number, batch number, and size of batch. The companion drawdown color
sample shall be labeled with the product number, batch number, and size of batch. The
Contractor shall submit the specified samples and readings to the Engineer at least
14-calendar days prior to the scheduled application of the sealer. The Contractor shall not
begin applying pigmented sealer until receiving the Engineer’s written approval of the
pigmented sealer color samples.
9-08.4 Abrasive Blast Materials
9-08.4(1) Abrasive Blast Media
Material used for field abrasive blasting shall conform to Military Specification
MIL-A-22262B(SH) as listed on QPL-22262-28 as maintained by the Department of
the Navy. The Contractor shall provide the Engineer with certified test results from the
abrasive blast media manufacturer showing that the abrasive blast material meets the
Military Specification. The Contractor shall select the type and size of abrasive blast
media to produce a roughened, sharp, angular surface profile conforming to the surface
requirements specified by the manufacturer of the selected paint system.
Page 9-70 2010 Standard Specifications M 41-10
9-08 PAINTS AND RElATED MATERIAlS
9-08.4(2) lead Abatement Additive
Lead abatement additive shall be a granular chemical abrasive additive consisting
of a complex calcium silicate designed to stabilize lead through multiple mechanisms,
including, but not limited to, pH adjustment, chemical reactions, and encapsulation. The
additive shall be specifically designed and manufactured for lead paint abatement.
9-08.5 Surface cleaning Materials
9-08.5(1) Bird Guano Treatment
Bird guano treatment shall consist of a 5.25-percent sodium hypochlorite solution.
9-08.5(2) Fungicide Treatment
Fungicide treatment shall consist of a 5.25-percent sodium hypochlorite solution
9-08.5(3) Water
Water used for water jetting steel surface cleaning operations shall be clean, fresh
water only, without any detergents, bleach, or any other cleaning agents or additives.
Recycling of rinse water for water jetting operations is not allowed.
9-08.6 Filter Fabric
Filter fabric for water jetting operations shall be a polypropylene, nonwoven, needle-
punched geosynthetic or equivalent material conforming to the following requirements:
Property Specification Performance Requirement
Grab Tensile Strength ASTM D 4632 100-pounds minimum
Apparent Opening Size ASTM D 4751 #70 sieve
Permittivity ASTM D 4491 1.0 sec-1 or better
9-08.7 Single-component urethane Sealant
Single-component urethane sealant shall conform to ASTM C 920 Grade NS
Class 25.
9-08.8 Foam Backer Rod
Foam backer rod shall be closed-cell expanded polyethylene or polyurethane foam.
2010 Standard Specifications M 41-10 Page 9-71
TIMBER AND luMBER 9-09
9-09 TIMBER AND luMBER
9-09.1 General Requirements
All timber and lumber shall be sized as indicated in the Plans.
All timber and lumber to be painted shall be surfaced on all sides. All timber and
lumber to be painted shall be thoroughly air or kiln dried to an equilibrium moisture
content and shall be stored in such a manner as to remain in a thoroughly dry condition
until placed into the Work.
9-09.2 Grade Requirements
Timber and lumber shall conform to the grades and usage listed below.
Timber and lumber shall be marked with a certified lumber grade stamp provided by
one of the following agencies:
West Coast Lumber Inspection Bureau (WCLIB);
Western Wood Products Association (WWPA);
Pacific Lumber Inspection Bureau (PLIB); or,
Any lumber grading bureau certified by the American Lumber Standards Committee.
For structures, all material delivered to the project shall bear a grade stamp and have
a grading certificate. The grade stamp and grading certificate shall not constitute final
acceptance of the material. The Engineer may reject any or all of the timber or lumber
that does not comply with the Specifications or has been damaged during shipping
or upon delivery. The grading certificate shall be issued by either the grading bureau
whose stamp is shown on the material, or by the lumber mill, which shall be under the
supervision of one of the grading bureaus listed above. The certificate shall include the
following:
Name of the mill performing the grading;
The grading rules being used;
Name of the person doing the grading, with current certification;
Signature of a responsible mill official;
Date the lumber was graded at the mill; and,
Grade, dimensions, and quantity of the timber or lumber
For Guardrail Posts and Blocks, Signposts, Mileposts, Sawed Fence Posts, and
Mailbox Posts, the material delivered to the project shall either bear a grade stamp on
each piece or have a grading certificate as defined above. The grade stamp or grading
certificate shall not constitute final acceptance of the material. The Engineer may reject
any or all of the timber or lumber that does not comply with the specifications or has been
damaged during shipping or upon delivery.
9-09.2(1) Structures
All timber and lumber for structures shall be Douglas Fir-Larch unless specified
otherwise in the contract, and shall conform to the following:
Materials 2″ to 4″ nominal thick, 5″ nominal
and wider (Structural Joists and Planks)
No. 1 and better, grade (Section 123-b of
WCLIB) or (Section 62.11 of WWPA)
Materials 5″ nominal and thicker (Beams
and Stringers)
No. 1 and better, grade (Section 130-b of
WCLIB) or (Section 70.11 of WWPA)
Timber lagging for soldier pile walls shall be Douglas Fir-Larch, grade No. 2 or
better, or Hem-Fir No. 1.
Page 9-72 2010 Standard Specifications M 41-10
9-09 TIMBER AND luMBER
When the material is delivered to the project, the Engineer will check the order for
the appropriate grade stamp. The invoice and grading certificate accompanying the order
must be accurate and complete with the information listed above. The grading certificate
and grade markings shall not constitute final acceptance of the material. The Engineer
may reject any or all of the timber or lumber that does not comply with the Specifications
or has been damaged during shipping or upon delivery.
9-09.2(2) Guardrail Posts and Blocks.
Timber and lumber for guardrail posts and blocks (classified as Posts and Timbers)
shall conform to the species and grades listed below:
Douglas Fir No. 1 and better, grade
(Section 131-b WCLIB) or (Section 80.11 WWPA)
Hem Fir Select Structural, grade
(Section 131-a WCLIB) or (Section 80.10 WWPA)
Southern Yellow Pine No. 1 and better, grade
(Southern Pine Inspection Bureau)
When the material is delivered to the project, the Engineer will check the order for
the appropriate grade stamp. The grade markings shall not constitute final acceptance
of the material. The Engineer may reject any or all of the timber or lumber that does not
comply with the Specifications or has been damaged during shipping or upon delivery.
9-09.2(3) Signposts, Mileposts, Sawed Fence Posts, and Mailbox Posts
The allowable species of timber and lumber for signposts and mileposts shall be
Douglas Fir-Larch or Hem Fir. Timber and lumber for sawed fence posts and mailbox
posts shall be Western Red Cedar, Douglas Fir-Larch, or Hem Fir.
Signposts, mileposts, sawed fence posts, and mailbox posts shall conform to the
grades shown below:
4″ × 4″Construction grade (Light Framing, Section 122-b
WCLIB) or (Section 40.11 WWPA)
4″ × 6″No. 1 and better, grade (Structural Joists and Planks,
Section 123-b WCLIB) or (Section 62.11 WWPA)
6″ × 6″, 6″ × 8″, 8″ × 10″No. 1 and better, grade (Posts and Timbers,
Section 131-b WCLIB) or (Section 80.11 WWPA)
6″ × 10″, 6″ × 12″No. 1 and better, grade (Beams and Stringers,
Section 130-b WCLIB) or (Section 70.11 WWPA)
2010 Standard Specifications M 41-10 Page 9-73
TIMBER AND luMBER 9-09
9-09.3 Preservative Treatment
9-09.3(1) General Requirements
All timber and lumber requiring preservative treatment shall be treated in
accordance with AASHTO M 133. As specified by AASHTO M 133, the American
Wood-Preservers’ Association (AWPA) standards shall govern the Specifications. These
Specifications include: storing and curing the timber and lumber, the wood preservatives,
the preservative treatment process, documenting the results of the treatment, inspection,
testing, and the identification of properly treated timber. Unless otherwise specified in the
Contract, all timber and lumber shall be treated in accordance with Sections U1 and T1 of
the latest edition of the AWPA standards.
All cutting, boring, chamfering, routing, surfacing, and trimming shall be done prior
to treating. Any field drilling or cutoffs shall be treated by two liberal applications of a
compatible preservative. The applications shall be in accordance with the requirements
of AWPA Standard M-4 entitled, “Standard for the Care of Pressured Treated Wood
Products”.
All charges shall consist of pieces of the same species that are similar in form, size,
moisture content, and receptivity to treatment. The pieces in the charge shall be separated
to ensure contact of treating medium with all surfaces. The method of determining the
retention of the preservatives shall be by assay.
As specified in the Contract, all orders of treated timber and lumber will be stamped
“WSDOT Approved for Shipment” or accompanied by a Certificate of Treatment record.
The Certificate of Treatment shall include the following information:
Name and location of the wood preserving company;
Customer identification;
Date of treatment and charge number;
Type of chemical used and amount of retention;
Treating process and identification of the Specification used;
Description of material that was treated; and,
Signature of a responsible plant official.
In addition to the Certificate of Treatment, all orders of treated timber or lumber
that are not stamped “WSDOT Approved for Shipment”, shall be accompanied by a
Grading Certificate in accordance with Section 9-09.2(3). Such certification or approved
for shipment tag shall not constitute final acceptance of the material. The Engineer may
reject any or all of the timber or lumber that does not comply with the Specifications or
has been damaged during prolonged storage, shipping, or upon delivery.
All timber and lumber to be used in aquatic environments, unless specified otherwise
in the Contract, shall be chemically treated using Best Management Practices (BMPs).
The producer of the chemically treated products shall supply a written certification that
the BMPs were utilized, including a description and appropriate documentation of the
BMPs used. This information may be included on the Certificate of Treatment record.
Page 9-74 2010 Standard Specifications M 41-10
9-10 PIlING
9-10 PIlING
9-10.1 Timber Piling
Timber piling shall be untreated or treated with the preservatives specified in the
Plans and completely described in Section 9-09.3.
Timber piles shall have the following limiting diameters:
Length
in Feet
Min. Butt Dia. 3-feet
Above Butt in inches
Max. Butt Dia. 3-feet
Above Butt in inches
Min. Tip Dia.
in inches
Under 40 12 20 7
40-54 12 20 7
55-74 13 20 7
Over 74 14 20 7
Timber piles shall be strapped with at least three straps: one approximately
18-inches from the butt, one approximately 24-inches from the butt, and one
approximately 12-inches from the tip. Additional straps shall be provided at
approximately 15-foot centers between the butt and tip. Strapping shall encircle the pile
once and be tensioned as tightly as possible. Straps shall be 1¼-inches wide, 0.31-inch
thick, cold rolled, fully heat treated, high tensile strapping, painted, and waxed, with an
ultimate tensile strength of 5,100 pounds. The seal shall be 2¼-inches long, 20 gage,
crimped with a notch type sealer to furnish a joint yielding 80 percent of the strap tensile
strength. Treated timber piles shall be strapped after treatment.
9-10.1(1) untreated Piling
Except where specifically provided otherwise, untreated timber piling shall be
Douglas Fir, Western Red Cedar, or Larch. Piling for foundations shall be Douglas Fir.
Piling shall be cut from sound, live trees and shall contain no unsound knots. Sound knots
will be permitted, provided the diameter of the knot does not exceed 4-inches, or ⅓ of
the small diameter of the pile at the point where they occur, whichever is smaller. Any
defect or combination of defects which will impair the strength of the pile more than the
maximum allowable knot will not be permitted.
Piling shall be cut above the butt swell and shall have a uniform taper from butt to
tip. A line drawn from the center of the tip to the center of the butt shall not fall outside
the center of the pile at any point more than one percent of the length of the pile. A spiral
grain or twist in excess of ¼ turn in 10-feet of length will be cause for rejection.
Untreated timber trestle piling shall have an average of at least five annual rings
per inch measured radially over a distance of 3-inches at the butt, beginning at a point
3½-inches from the heart. At least 9-inches of heartwood shall show at the butt.
Ring count requirements for untreated timber foundation piling and detour trestle
piling will be waived.
9-10.1(2) creosote Treated Piling
For creosote treated piling, Douglas Fir timber shall be used. All other requirements
shall be the same as for untreated piling, except that the ring count requirement will
be waived.
9-10.1(3) Timber composite Piling
Timber composite piling shall consist of a pile made up of two timber sections.
The lower section shall be untreated, and the upper section shall be creosote treated.
The treated and untreated sections of timber composite pile shall meet the respective
requirements specified above for full length of treated and untreated timber piling.
2010 Standard Specifications M 41-10 Page 9-75
PIlING 9-10
9-10.1(4) Peeling
Untreated and creosote treated piles shall be peeled by removing all of the rough
bark and at least 80 percent of the inner bark. No strip of inner bark remaining on the
pile shall be over ¾-inch wide or over 8-inches long, and there shall be at least 1-inch of
clean wood surface between any two such strips. Not less than 80 percent of the surface
on any circumference shall be clean wood. All knots shall be trimmed close to the body
of the pile.
9-10.2 concrete Piling
9-10.2(1) concrete
Cement meeting the requirements of Section 9-01 shall be used in all precast
concrete piles.
The concrete for precast-prestressed piles shall conform to the requirements of
Section 9-19.1. The concrete for prestressed piles shall have a minimum compressive
strength of 6,000 psi at the age of 28 days. The minimum compressive strength of
concrete at the transfer of prestress shall be 3,300 psi.
The concrete for other precast piles shall be Class 4000. Mixing, transporting, and
placing concrete shall be in accordance with the provisions of Section 6-02.3.
The Contractor shall mold and test a sufficient number of concrete test cylinders
to determine the strength of the concrete as required by the Specifications. Under the
surveillance of the Engineer, the test cylinders shall be molded, cured, and tested in
accordance with the procedures established by the State Materials Laboratory.
In the event that a sufficient number of concrete test cylinders are not molded to
satisfy all testing required on any one pile, cores measuring 4-inches in diameter by
5-inches in height shall be taken and tested by the Contractor. If the strength of the core
meets the required compressive strength of the concrete, the pile may be accepted. The
coring and testing of the core shall be done under the surveillance of the Engineer.
9-10.2(2) Reinforcement
Reinforcement shall meet the requirements of Section 9-07.
9-10.3 cast-in-Place concrete Piling
Reinforcement for cast-in-place concrete piles shall conform to the requirements of
AASHTO M 31 Grade 40 or Grade 60.
9-10.4 Steel Pile Tips and Shoes
Steel pile tips and shoes shall be fabricated of cast steel conforming to ASTM A 148
Grade 60-90 [620-415] or ASTM A 27 Grade 65-35 [450-240] and be free from any
obvious defects. Pile tips shall be accompanied by a mill test report stating the chemical
and physical properties (tensile and yield) of the steel.
9-10.5 Steel Piling
The material for steel piling and pile splices shall conform to ASTM A 36 or
ASTM A 992, except the material for steel pipe piling and splices shall conform to the
requirements of ASTM A 252, Grade 2. Steel soldier piles, and associated steel bars and
plates, shall conform to ASTM A 36 or ASTM A 992, except as otherwise noted in the
Plans. All steel piling may be accepted by the Engineer based on the Manufacturer’s
Certification of Compliance.
Page 9-76 2010 Standard Specifications M 41-10
9-11 WATERPROOFING
9-11 WATERPROOFING
9-11.1 Asphalt for Waterproofing
Asphalt for waterproofing shall conform to the requirements of ASTM D 312,
Type 4.
The material used as primer shall conform to the requirements of ASTM D 41,
Primer for Use with Asphalt in Dampproofing and Waterproofing.
Acceptance shall be as provided in Section 9-02.2(1).
9-11.2 Waterproofing Fabric
Waterproofing fabric shall be a saturated cotton fabric meeting the requirements of
ASTM D 173, Woven Cotton Fabrics Saturated with Bituminous Substances for Use in
Waterproofing.
9-11.3 Portland cement Mortar
Portland cement and sand for the mortar protection course shall conform to the
following requirements:
Portland Cement Section 9-01
Sand Section 9-03
Mortar Section 9-20.4
2010 Standard Specifications M 41-10 Page 9-77
MASONRy uNITS 9-12
9-12 MASONRy uNITS
9-12.1 concrete Blocks
Concrete blocks for manholes and catch basins shall conform to the requirements
of ASTM C 139.
Concrete blocks for building construction shall conform to the requirements
of ASTM C 90.
9-12.2 concrete Brick
Concrete brick shall conform to the requirements of ASTM C 55.
9-12.3 Vacant
9-12.4 Vacant
9-12.5 Vacant
9-12.6 Vacant
9-12.7 Vacant
Page 9-78 2010 Standard Specifications M 41-10
9-13 RIPRAP, QuARRy SPAllS, SlOPE PROTEcTION, AND ROck WAllS
9-13 RIPRAP, QuARRy SPAllS, SlOPE PROTEcTION, AND ROck WAllS
Riprap shall consist of broken stone, broken concrete rubble, or concrete in sacks.
Quarry spalls shall consist of broken stone or broken concrete rubble. Riprap and quarry
spalls consisting of broken stone or concrete rubble shall be free from segregation, seams,
cracks, and other defects tending to destroy its resistance to weather and shall conform to
the following requirements for quality.
Aggregate Property Test method Requirement
Degradation Factor WSDOT T 113 15 minimum
Los Angeles Wear, 500 Rev.AASHTO T 96 50% maximum
Specific Gravity AASHTO T 85 2.55 minimum
9-13.1 loose Riprap
Loose riprap shall be free of rock fines, soil, or other extraneous material.
Should the riprap contain insufficient spalls, as defined in Section 9-13.6, the
Contractor shall furnish and place supplementary spall material from a source approved
by the Engineer, at the Contractor’s expense.
The grading of the riprap shall be determined by the Engineer by visual inspection
of the load before it is dumped into place, or, if so ordered by the Engineer, by dumping
individual loads on a flat surface and sorting and measuring the individual rocks
contained in the load.
9-13.1(1) heavy loose Riprap
Heavy loose riprap shall meet the following requirements for grading:
Minimum Size Maximum Size
40% to 90%1 ton (½ cubic yd.)
70% to 90%300 lbs. (2 cu. ft.)
10% to 30%3-inch 50 lbs. (spalls)
9-13.1(2) light loose Riprap
Light loose riprap shall meet the following requirements for grading:
Size Range Maximum Size
20% to 90% 300 lbs. to 1 ton
(2 cu. ft. to ½ cu. yd.)
15% to 80% 50 lbs. to 1 ton
(⅓ cu. ft. to ½ cu. yd.)
10% to 20%3-inch 50 lbs. (spalls)
9-13.2 hand Placed Riprap
Hand placed riprap shall be as nearly rectangular as possible, 60 percent shall have
a volume of not less than 1 cubic foot. No stone shall be used which is less than 6-inches
thick, nor which does not extend through the wall.
9-13.3 Sack Riprap
Sack riprap shall consist of concrete placed in sacks made of at least 10-ounce
burlap and having a capacity of approximately 2.5 cubic feet. Each sack shall be filled
with approximately 1 cubic foot of concrete having a consistency in conformance with
Section 6-02.3(4)C for nonvibrated concrete.
2010 Standard Specifications M 41-10 Page 9-79
RIPRAP, QuARRy SPAllS, SlOPE PROTEcTION, AND ROck WAllS 9-13
Concrete for sack riprap exposed to fresh water and salt water shall be Class 3000 as
specified in Section 6-02.3.
The cement and fine and coarse aggregates shall conform to the requirements for
cement and fine and coarse aggregate of Sections 9-01 and 9-03.1, respectively.
9-13.4 Vacant
9-13.5 concrete Slope Protection
Concrete slope protection shall consist of reinforced Portland cement concrete
poured or pneumatically placed upon the slope with a rustication joint pattern or semi-
open concrete masonry units placed upon the slope closely adjoining each other.
9-13.5(1) Semi-Open concrete Masonry units Slope Protection
Precast cement concrete blocks shall conform to the requirements of ASTM C 90.
9-13.5(2) Poured Portland cement concrete Slope Protection
Cement concrete for poured concrete slope protection shall be commercial concrete
in conformance with Section 6-02.3(2)B.
9-13.5(3) Pneumatically Placed Portland cement concrete Slope Protection
Cement: This material shall be Portland cement as specified in Section 9-01.
Aggregate: This material shall meet the requirements for fine aggregate as specified
in Section 9-03.1. The moisture content of the fine aggregate at the time of use shall be
between 3 percent and 6 percent by weight.
Reinforcement: Wire mesh reinforcement shall conform to the provisions of
Section 9-07.7.
Water: Water shall conform to the provisions of Section 9-25.1.
9-13.6 Quarry Spalls
Quarry spalls shall meet the following requirements for grading:
Sieve Size Percent Passing
8″100
3″40 max.
¾″10 max.
9-13.7 Rock for Rock Wall
9-13.7(1) Rock for Rock Walls and chinking Material
Rock for rock walls and chinking material shall be hard, sound and durable material,
free from seams, cracks, and other defects tending to destroy its resistance to weather,
and shall meet the following minimum requirements:
Test Test Method Requirements
Specific Gravity AASHTO T-85 2.55 min.
LA Wear AASHTO T-96 50% max.
Degradation WSDOT 113 15 min.
Absorption AASHTO T-85 3% max.
Page 9-80 2010 Standard Specifications M 41-10
9-13 RIPRAP, QuARRy SPAllS, SlOPE PROTEcTION, AND ROck WAllS
Rock for rock wall sizes are approximately as follows:
Rock Size Rock Weight (lbs.)Average Dimension (in.)
One Man 50 - 200 12 - 18
Two Man 200 - 700 18 - 28
Three Man 700 - 2,000 28 - 36
Four Man 2,000 - 4,000 36 - 48
Five Man 4,000 - 6,000 48 - 54
Six Man 6,000 - 8,000 54 - 60
Chinking material shall be a minimum of 4-inches average dimension.
9-13.7(2) Backfill for Rock Wall
Backfill for rock walls shall be shot rock ranging in size from a minimum of
2-inches to a maximum of 6-inches.
Acceptance shall be based on visual inspection by the Engineer.
2010 Standard Specifications M 41-10 Page 9-81
EROSION cONTROl AND ROADSIDE PlANTING 9-14
9-14 EROSION cONTROl AND ROADSIDE PlANTING
9-14.1 Soil
9-14.1(1) Topsoil Type A
Topsoil Type A shall be as specified in the Special Provisions.
9-14.1(2) Topsoil Type B
Topsoil Type B shall be native topsoil taken from within the project limits either
from the area where roadway excavation is to be performed or from strippings from
borrow, pit, or quarry sites, or from other designated sources. The general limits of
the material to be utilized for topsoil will be indicated in the Plans or in the Special
Provisions. The Engineer will make the final determination of the areas where the most
suitable material exists within these general limits. The Contractor shall reserve this
material for the specified use. Material for Topsoil Type B shall not be taken from a depth
greater than 1-foot from the existing ground unless otherwise designated by the Engineer.
In the production of Topsoil Type B, all vegetative matter, less than 4-feet in height,
shall become a part of the topsoil. Prior to topsoil removal, the Contractor shall reduce
the native vegetation to a height not exceeding 1-foot. Noxious weeds, as designated by
authorized State and County officials, shall not be incorporated in the topsoil, and shall be
removed and disposed of as designated elsewhere or as approved by the Engineer.
9-14.1(3) Topsoil Type c
Topsoil Type C shall be native topsoil meeting the requirements of Topsoil Type B
but obtained from a source provided by the Contractor outside of the Contracting Agency
owned right of way.
9-14.2 Seed
Grasses, legumes, or cover crop seed of the type specified shall conform to the
standards for “Certified” grade seed or better as outlined by the State of Washington
Department of Agriculture “Rules for Seed Certification,” latest edition. Seed shall be
furnished in standard containers on which shall be shown the following information:
(1) Common and botanical names of seed,
(2) Lot number,
(3) Net weight,
(4) Pure live seed
All seed installers and vendors must have a business license issued by the
Washington State Department of Licensing with a “seed dealer” endorsement. Upon
request, the Contractor shall furnish the Engineer with copies of the applicable licenses
and endorsements.
Upon request, the Contractor shall furnish to the Engineer duplicate copies of a
statement signed by the vendor certifying that each lot of seed has been tested by a
recognized seed testing laboratory within six months before the date of delivery on the
project. Seed which has become wet, moldy, or otherwise damaged in transit or storage
will not be accepted.
9-14.3 Fertilizer
Fertilizer shall be a standard commercial grade of organic or inorganic fertilizer
of the kind and quality specified. It may be separate or in a mixture containing the
percentage of total nitrogen, available phosphoric acid, and water-soluble potash in the
amounts specified. All fertilizers shall be furnished in standard unopened containers with
weight, name of plant nutrients, and manufacturer’s guaranteed statement of analysis
clearly marked, all in accordance with State and Federal laws.
Page 9-82 2010 Standard Specifications M 41-10
9-14 EROSION cONTROl AND ROADSIDE PlANTING
Fertilizer shall be supplied in one of the following forms:
(1) A dry free-flowing granular fertilizer, suitable for application by agricultural
fertilizer spreader.
(2) A soluble form that will permit complete suspension of insoluble particles in
water, suitable for application by power sprayer.
(3) A homogeneous pellet, suitable for application through a ferti-blast gun.
(4) A tablet or other form of controlled release with a minimum of a 6 month
release period.
9-14.4 Mulch and Amendments
All amendments shall be delivered to the site in the original, unopened containers
bearing the manufacturer’s guaranteed chemical analysis and name. In lieu of containers,
amendments may be furnished in bulk. A certificate from the manufacturer or supplier
indicating the above information shall accompany each delivery. Compost and other
organic amendments shall be accompanied with all applicable health certificates
and permits.
9-14.4(1) Straw
All straw material shall be in an air dried condition free of noxious weeds, seeds,
and other materials detrimental to plant life. Hay is not acceptable. Straw mulch shall be
suitable for spreading with mulch blower equipment.
9-14.4(2) Wood cellulose Fiber
Fiber shall be produced from natural or recycled (pulp) fiber, such as wood chips
or similar wood materials, or from newsprint, corrugated cardboard, or a combination
of these processed materials. The fibers shall not contain any rock, metal, or plastic. It
shall be treated with a nontoxic green dye non toxic to plant or animal life to facilitate
inspection of the placement of the material. It shall be manufactured in such a manner
that after addition and agitation in slurry tanks with water, the fibers in the material will
become uniformly suspended to form a homogenous slurry. When hydraulically sprayed
on the ground, the material shall allow the absorption and percolation of moisture.
During the request for approval of the material source process, a letter of
certification shall be submitted which certifies that the product contains less than
250 parts per million boron, and shall be otherwise nontoxic to plant or animal life. The
organic matter content shall be at least 90 percent on an oven-dry basis as determined by
ASTM D 586. The moisture content shall be no more than 15 percent as determined by
oven dried weight.
Each package of the cellulose fiber shall be marked by the manufacturer to show the
dried weight.
9-14.4(3) Bark or Wood chips
Bark or wood chip mulch shall be derived from Douglas fir, pine, or hemlock
species. It shall be ground so that a minimum of 95 percent of the material will pass
through a 2-inch sieve and no more than 25 percent, by loose volume, will pass through
a No. 4 sieve. The mulch shall not contain resin, tannin, or other compounds in quantities
that would be detrimental to plant life. Sawdust or wood shavings shall not be used
as mulch.
2010 Standard Specifications M 41-10 Page 9-83
EROSION cONTROl AND ROADSIDE PlANTING 9-14
9-14.4(4) Wood Strand Mulch
Wood strand mulch shall be a blend of loose, long, thin wood pieces derived
from native conifer or deciduous trees with high length-to-width ratio. A minimum of
95-percent of the wood strand shall have lengths between 2 and 10-inches, with a width
and thickness between 1/16 and ⅜-inches.
The mulch shall not contain resin, tannin, or other compounds in quantities that
would be detrimental to plant life. Sawdust or wood shavings shall not be used as mulch.
9-14.4(5) lime
Agriculture lime shall be of standard manufacture, flour grade or in pelletized form,
meeting the requirements of ASTM C-602.
9-14.4(6) Gypsum
Gypsum shall consist of Calcium Sulfate (CaSO42H2O) in a pelletized or granular
form. 100% shall pass through a No. 8 sieve.
9-14.4(7) Tackifier
Tackifiers used as a tie-down for seed and mulch shall be applied in quantities
sufficient to equal the retention properties of guar when applied at the rate of 60 pounds
per acre for slopes less than 2:1 and 120 pounds per acre for slopes greater than 2:1.
Tackifier shall contain no growth or germination inhibiting materials nor significantly
reduce infiltration rates. Tackifier shall hydrate in water and readily blend with other
slurry materials. Tackifier options include:
Type A — Organic tackifier derived from natural organic plant sources.
Type B — Synthetic tackifier having an MSDS sheet that demonstrates to the
satisfaction of Engineer that the product is not harmful to aquatic life.
9-14.4(8) compost
Compost products shall be the result of the biological degradation and
transformation of plant-derived materials under controlled conditions designed to
promote aerobic decomposition. Compost shall be stable with regard to oxygen
consumption and carbon dioxide generation. Compost shall be mature with regard to its
suitability for serving as a soil amendment or an erosion control BMP as defined below.
The compost shall have a moisture content that has no visible free water or dust produced
when handling the material.
Compost production and quality shall comply with Chapter 173-350 WAC.
Compost products shall meet the following physical criteria:
1. Compost material shall be tested in accordance with U.S. Composting Council
Testing Methods for the Examination of Compost and Composting (TMECC)
02.02-B, “Sample Sieving for Aggregate Size Classification.”
Fine Compost shall meet the following:
Min. Max.
Percent passing 2″100%
Percent passing 1″95% 100%
Percent passing ⅝″90% 100%
Percent passing ¼″75% 100%
Maximum particle length of 6 inches
Page 9-84 2010 Standard Specifications M 41-10
9-14 EROSION cONTROl AND ROADSIDE PlANTING
Coarse Compost shall meet the following:
Min. Max.
Percent passing 3″100%
Percent passing 1″90% 100%
Percent passing ¾″70% 100%
Percent passing ¼″40% 60%
Maximum particle length of 6 inches
2. The pH shall be between 6.0 and 8.5 when tested in accordance with U.S.
Composting Council TMECC 04.11-A, “1:5 Slurry pH.”
3. Manufactured inert material (plastic, concrete, ceramics, metal, etc.) shall be
less than 1.0-percent by weight as determined by U.S. Composting Council
TMECC 03.08-A “Classification of Inerts by Sieve Size.”
4. Minimum organic matter shall be 40-percent by dry weight basis as determined
by U.S. Composting Council TMECC 05.07A “Loss-On-Ignition Organic
Matter Method (LOI).”
5. Soluble salt contents shall be less than 4.0 mmhos/cm when tested in
accordance with U.S. Composting Council TMECC 04.10 “Electrical
Conductivity.”
6. Maturity shall be greater than 80-percent in accordance with U.S. Composting
Council TMECC 05.05-A, “Germination and Root Elongation.”
7. Stability shall be 7-mg CO2–C/g OM/day or below in accordance with U.S.
Composting Council TMECC 05.08-B “Carbon Dioxide Evolution Rate.”
8. The compost product must originate a minimum of 65-percent by volume from
recycled plant waste as defined in WAC 173-350 as “Type 1 Feedstocks.” A
maximum of 35-percent by volume of “Type 2 Feedstocks,” source-separated
food waste, and/or biosolids may be substituted for recycled plant waste. The
manufacturer shall provide a list of feedstock sources by percentage in the final
compost product.
9. The Engineer may also evaluate compost for maturity using U.S. Composting
Council TMECC 05.08-E “Solvita® Maturity Index.” Fine Compost shall score
a number 6 or above on the Solvita® Compost Maturity Test. Coarse Compost
shall score a 5 or above on the Solvita® Compost Maturity Test.
9-14.4(8)A compost Approval
The Contractor shall either select a compost manufacturer from the Qualified
Products List, or submit the following information to the Engineer for approval:
1. A Request for Approval of Material Source.
2. A copy of the Solid Waste Handling Permit issued to the manufacturer by the
Jurisdictional Health Department as per WAC 173-350 (Minimum Functional
Standards for Solid Waste Handling).
3. The manufacturer shall verify in writing and provide lab analyses that the
material complies with the processes, testing, and standards specified in WAC
173-350 and these Specifications. An independent Seal of Testing Assurance
(STA) Program certified laboratory shall perform the analyses.
4. A copy of the manufacturer’s Seal of Testing Assurance STA certification as
issued by the U.S. Composting Council.
2010 Standard Specifications M 41-10 Page 9-85
EROSION cONTROl AND ROADSIDE PlANTING 9-14
9-14.4(8)B compost Acceptance
Seven days prior to initial application of any compost, the Contractor shall submit
a compost sample, an STA test report dated within 90-calendar days, and the list of
feedstocks by volume for each compost type to the Engineer for review.
The Contractor shall use only compost that has been tested within 90-calendar days
of application and meets the requirements in section 9-14.4(8). Compost not conforming
to the above requirements or taken from a source other than those tested and accepted
shall be immediately removed from the project and replaced at no cost to the Contracting
Agency.
9-14.4(9) Bonded Fiber Matrix (BFM)
The BFM shall be a hydraulically-applied blanket/mulch/covering composed of
long strand, thermally processed wood fibers and crosslinked, hydro-colloid tackifier.
The BFM may require a 24-48 hour curing period to achieve maximum performance.
Once cured, the BFM forms an intimate bond with the soil surface to create a continuous,
absorbent, flexible erosion resistant blanket that allows for rapid germination and
accelerated plant growth.
9-14.4(10) Mechanically-Bonded Fiber Matrix (MBFM)
The MBFM shall be a hydraulically-applied, flexible erosion control blanket/
mulch/covering composed of long strand, thermally processed wood fibers, crimped,
interlocking fibers and performance enhancing additives. The MBFM shall require
no curing period and upon application forms an intimate bond with the soil surface to
create a continuous, porous, absorbent and erosion resistant blanket that allows for rapid
germination and accelerated plant growth.
9-14.5 Erosion control Devices
9-14.5(1) Polyacrylamide (PAM)
Polyacrylamide (PAM) products shall meet ANSI/NSF Standard 60 for drinking
water treatment with an AMD content not to exceed 0.05%. PAM shall be anionic and
shall be linear, and not cross-linked. The minimum average molecular weight shall be
greater than 5 Mg/mole. The product shall contain at least 80% active ingredients and
have a moisture content not exceeding 10% by weight.
9-14.5(2) Erosion control Blanket
Organic temporary erosion control blanket shall meet the following requirements:
1. Made of natural plant fibers.
2. Have a minimum weight of 8 oz./sq. yd. and a minimum limiting shear stress of
0.45 lb./sq. ft.
3. Netting, if present, shall be biodegradable or photodegradable.
Permanent erosion control blanket shall meet the following requirements:
1. Consist of UV stabilized1 fibers, filaments, and netting.
2. Have a minimum weight of 8 oz./sq. yd. and a minimum limiting shear stress of
1.5 lb./sq. ft.
1UV stability shall be 80% strength retained min., after 500 hours in a xenon arc
device as per ASTM D4355.
9-14.5(3) clear Plastic covering
Clear plastic covering shall meet the requirements of ASTM D 4397 for
polyethylene sheeting having a minimum thickness of 6 mils.
Page 9-86 2010 Standard Specifications M 41-10
9-14 EROSION cONTROl AND ROADSIDE PlANTING
9-14.5(4) Geotextile-Encased check Dam
The geotextile-encased check dam shall be a urethane foam core encased in
geotextile material. The minimum length of the unit shall be 7-feet.
The foam core shall be a minimum of 8-inches in height, and have a minimum base
width of 16-inches. The geotextile material shall overhang the foam by at least 6-inches
at each end, and shall have apron type flaps that extend a minimum of 24-inches on each
side of the foam core. The geotextile material shall meet the requirements for silt fence in
Section 9-33.
9-14.5(5) Wattles
Wattles shall consist of cylinders of biodegradable plant material such as straw,
coir, compost, or wood shavings encased within biodegradable or photodegradable
netting. Wattles shall be at least 5 inches in diameter, unless otherwise specified.
Encasing material shall be clean, evenly woven, and free of encrusted concrete or other
contaminating materials such as preservatives. Encasing material shall be free from cuts,
tears, or weak places and shall have a lifespan greater than 6 months.
Compost filler shall meet the material requirements as specified in Section 9-14.4(8),
and shall be Coarse Compost.
9-14.5(6) compost Sock
Biodegradable or photodegradable fabric for compost sock and compost wattle shall
be clean, evenly woven, and free of encrusted concrete or other contaminating materials
and shall be free from cuts, tears, broken or missing yarns and thin, open, or weak
places. Fabric for compost sock shall consist of extra heavy weight biodegradable or
photodegradable fiber which has not been treated with any type of preservative. Compost
for compost socks shall meet the material requirements as specified in Section 9-14.4(8),
and shall be Coarse Compost.
Wood stakes for compost sock and wattles shall be made from Douglas-fir, hemlock,
or pine species. Wood stakes shall be 2 inch by 2 inch nominal dimension and 36 inches
in length, unless otherwise indicated in the Plans.
9-14.5(7) coir log
Coir log: Logs shall be made of 100% durable coconut (coir) fiber uniformly
compacted within an outer netting. Log segments shall have a maximum length of
20 feet, with a minimum diameter as shown in the Plans. Logs shall have a density of
7 lbs/cf or greater.
Coir logs shall be manufactured with a woven wrapping netting made of bristle coir
twine with minimum strength of 80 lbs tensile strength. The netting shall have nominal
2 inch by 2 inch openings.
Stakes shall conform to the requirements of Section 9-09. Wood stakes shall have
a notch to secure the rope ties. Rope ties shall be one-quarter inch diameter commercially
available hemp rope.
9-14.5(8) high Visibility Fencing
High visibility fence shall be UV stabilized, orange, high-density polyethylene or
polypropylene mesh, and shall be at least 4-feet in height.
Support posts shall be wood or steel in accordance with Standard Plan I-10.10-00.
The posts shall have sufficient strength and durability to support the fence through the life
of the project.
2010 Standard Specifications M 41-10 Page 9-87
EROSION cONTROl AND ROADSIDE PlANTING 9-14
9-14.6 Plant Materials
9-14.6(1) Description
Bareroot plants are grown in the ground and harvested without soil or growing
medium around their roots.
Container plants are grown in pots or flats that prevent root growth beyond the sides
and bottom of the container.
Balled and burlapped plants are grown in the ground and harvested with soil around
a core of undisturbed roots. This rootball is wrapped in burlap and tied or placed in a wire
basket or other supportive structure.
Cuttings are live plant material without a previously developed root system. Source
plants for cuttings shall be dormant when cuttings are taken. All cuts shall be made
with a sharp instrument. Written permission shall be obtained from property owners
and provided to the Engineer before cuttings are collected. The Contractor shall collect
cuttings in accordance with applicable sensitive area ordinances. For cuttings, the
requirement to be nursery grown or held in nursery conditions does not apply. Cuttings
include the following forms:
A. Live branch cuttings shall have flexible top growth with terminal buds and
may have side branches. The rooting end shall be cut at an approximate
45 degree angle.
B. Live stake cuttings shall have a straight top cut immediately above a bud. The
lower, rooting end shall be cut at an approximate 45degree angle. Live stakes
are cut from one to two year old wood. Live stake cuttings shall be cut and
installed with the bark intact with no branches or stems attached, and be ½ to
1½ inch in diameter.
C. Live pole cuttings shall have a minimum 2-inch diameter and no more than
three branches which shall be pruned back to the first bud from the main stem.
D. Rhizomes shall be a prostrate or subterranean stem, usually rooting at the
nodes and becoming erect at the apex. Rhizomes shall have a minimum of two
growth points.
E. Tubers shall be a thickened and short subterranean branch having numerous
buds or eyes.
9-14.6(2) Quality
All plant material furnished shall meet the grades established by the latest edition of
the American Standard for Nursery Stock, (ASNS) ANSI Z60.1 shall conform to the size
and acceptable conditions as listed in the Contract, and shall be free of all foreign plant
material.
All plant material shall comply with State and Federal laws with respect to
inspection for plant diseases and insect infestation.
All plant material shall be purchased from a nursery licensed to sell plants in
Washington State.
Live woody or herbaceous plant material, except cuttings, rhizomes, and tubers,
shall be vigorous, well formed, with well developed fibrous root systems, free from
dead branches, and from damage caused by an absence or an excess of heat or moisture,
insects, disease, mechanical or other causes detrimental to good plant development.
Evergreen plants shall be well foliated and of good color. Deciduous trees that have
solitary leaders shall have only the lateral branches thinned by pruning. All conifer trees
shall have only one leader (growing apex) and one terminal bud, and shall not be sheared
or shaped. Trees having a damaged or missing leader, multiple leaders, or Y-crotches
shall be rejected.
Page 9-88 2010 Standard Specifications M 41-10
9-14 EROSION cONTROl AND ROADSIDE PlANTING
Root balls of plant materials shall be solidly held together by a fibrous root system
and shall be composed only of the soil in which the plant has been actually growing.
Balled and burlapped rootballs shall be securely wrapped with jute burlap or other
packing material not injurious to the plant life. Root balls shall be free of weed or foreign
plant growth.
Plant materials shall be nursery grown stock. Plant material, with the exception
of cuttings, gathered from native stands shall be held under nursery conditions for a
minimum of one full growing season, shall be free of all foreign plant material, and meet
all of the requirements of these Specifications, the Plans, and the Special Provisions.
Container grown plants must be plants transplanted into a container and grown in
that container sufficiently long for new fibrous roots to have developed so that the root
mass will retain its shape and hold together when removed from the container, without
having roots that circle the pot. Plant material which is root bound, as determined by the
Engineer, shall be rejected. Container plants shall be free of weed or foreign plant growth.
Container sizes for plant material of a larger grade than provided for in the container
grown Specifications of the ASNS shall be determined by the volume of the root ball
specified in the ASNS for the same size plant material.
All bare root plant materials shall have a heavy fibrous root system and must be
dormant at the time of planting.
Average height to spread proportions and branching shall be in accordance with the
applicable sections, illustrations, and accompanying notes of the ASNS.
Plants specified or identified as “Street Tree Grade” shall be trees with straight
trunks, full and symmetrical branching, central leader, and be developed, grown, and
propagated with a full branching crown. A “Street Tree Grade” designation requires the
highest grade of nursery shade or ornamental tree production which shall be supplied.
Street trees with improperly pruned, broken, or damaged branches, trunk, or root
structure shall be rejected. In all cases, whether supplied balled and burlapped or in a
container, the root crown (top of root structure) of the tree shall be at the top of the finish
soil level. Trees supplied and delivered in a nursery fabric bag will not be accepted.
Plants which have been determined by the Engineer to have suffered damage for the
following reasons will be rejected:
1. Girdling of the roots, stem, or a major branch.
2. Deformities of the stem or major branches.
3. Lack of symmetry.
4. Dead or defoliated tops or branches.
5. Defects, injury, and condition which renders the plant unsuitable for its
intended use.
Plants that are grafted shall have roots of the same genus as the specified plant.
9-14.6(3) handling and Shipping
Handling and shipping shall be done in a manner that is not detrimental to the plants.
The nursery shall furnish a notice of shipment in triplicate at the time of shipment
of each truck load or other lot of plant material. The original copy shall be delivered to
the Project Engineer, the duplicate to the consignee and the triplicate shall accompany
the shipment to be furnished to the Inspector at the job site. The notice shall contain the
following information:
1. Name of shipper.
2. Date of shipment.
3. Name of commodity. (Including all names as specified in the Contract.)
2010 Standard Specifications M 41-10 Page 9-89
EROSION cONTROl AND ROADSIDE PlANTING 9-14
4. Consignee and delivery point.
5. State Contract number.
6. Point from which shipped.
7. Quantity contained.
8. Certificate of Grade. (Statement that material conforms to the Specifications.)
9. Size. (Height, runner length, caliper, etc. as required.)
10. Statement of root pruning. (Date pruned and size of pruning.)
11. Signature of shipper by authorized representative.
To acclimate plant materials to Northwest conditions, all plant materials used on
a project shall be grown continuously outdoors north of the 42nd Latitude (Oregon-
California border) from not later than August 1 of the year prior to the time of planting.
All container grown plants shall be handled by the container.
All balled and burlapped plants shall be handled by the ball.
Plant material shall be packed for shipment in accordance with prevailing practice
for the type of plant being shipped, and shall be protected at all times against drying,
sun, wind, heat, freezing, and similar detrimental conditions both during shipment and
during related handling. Where necessary, plant material shall be temporarily heeled in.
When transported in closed vehicles, plants shall receive adequate ventilation to prevent
sweating. When transported in open vehicles, plants shall be protected by tarpaulins or
other suitable cover material.
9-14.6(4) Tagging
Plants delivered as a single unit of 25 or less of the same size, species, and variety,
shall be clearly marked and tagged. Plants delivered in large quantities of more than
25 must be segregated as to variety, grade, and size; and one plant in each 25, or fraction
thereof, of each variety, grade, and size shall be tagged.
9-14.6(5) Inspection
The Contracting Agency will make an inspection of plant material at the source
when requested by the Engineer. However, such preliminary approval shall not be
considered as final acceptance for payment. Final inspection and approval (or rejection)
will only occur when the plant material has been delivered to the Contract site. The
Contractor shall notify the Engineer, not less than 48 hours in advance, of plant material
delivery to the project.
9-14.6(6) Substitution of Plants
No substitution of plant material, species or variety, will be permitted unless
evidence is submitted in writing to the Engineer that a specified plant cannot be obtained
and has been unobtainable since the Award of the Contract. If substitution is permitted,
it can be made only with written approval by the Engineer. The nearest variety, size, and
grade, as approved by the Engineer, shall then be furnished.
Container or balled and burlapped plant material may be substituted for bare
root plant material. Container grown plant material may be substituted for balled and
burlapped plant materials. When substitution is allowed, use current ASNS standards
to determine the correct rootball volume (container or balled and burlapped) of the
substituted material that corresponds to that of the specified material. These substitutions
shall be approved by the Engineer and be at no cost to the Contracting Agency.
Page 9-90 2010 Standard Specifications M 41-10
9-14 EROSION cONTROl AND ROADSIDE PlANTING
9-14.6(7) Temporary Storage
Plants stored under temporary conditions shall be the responsibility of the
Contractor.
Plants stored on the project shall be protected at all times from extreme weather
conditions by insulating the roots, root balls, or containers with sawdust, soil, compost,
bark or wood chips, or other approved material and shall be kept moist at all times prior
to planting.
Cuttings shall continually be shaded and protected from wind. Cuttings must be
protected from drying at all times and shall be heeled into moist soil or other insulating
material or placed in water if not installed within 8 hours of cutting. Cuttings to be stored
for later installation shall be bundled, laid horizontally, and completely buried under
6 inches of water, moist soil or placed in cold storage at a temperature of 34°F and 90%
humidity. Cuttings that are not planted within 24 hours of cutting shall be soaked in water
for 24 hours prior to planting. Cuttings taken when the temperature is higher than 50°F
shall not be stored for later use. Cuttings that already have developed roots shall not
be used.
9-14.6(8) Sod
The available grass mixtures on the current market shall be submitted to the
Engineer for selection and approval.
The sod shall be field grown one calendar year or older, have a well developed root
structure, and be free of all weeds, disease, and insect damage.
Prior to cutting, the sod shall be green, in an active and vigorous state of growth,
and mowed to a height not exceeding 1-inch.
The sod shall be cut with a minimum of 1-inch of soil adhering.
9-14.7 Stakes, Guys, and Wrapping
Stakes shall be installed as shown in the Plans.
Commercial plant ties may be used in lieu of hose and wire guying upon approval
of the Engineer. The minimum size of wire used for guying shall be 12 gage, soft drawn.
Hose for guying shall be nylon, rubber, or reinforced plastic and shall have an inside
diameter of at least 1-inch.
Tree wrap shall be a crinkled waterproof paper weighing not less than 4.0-pounds
per 100 square feet and shall be made up of two sheets cemented together with asphalt.
2010 Standard Specifications M 41-10 Page 9-91
IRRIGATION SySTEM 9-15
9-15 IRRIGATION SySTEM
All materials and equipment incorporated in the system shall be new, undamaged, of
standard quality, and shall be subject to testing as specified.
9-15.1 Pipe, Tubing, and Fittings
Pipe shall be copper, galvanized iron, PVC, or polyethylene, as specified in the Plans
or in the Special Provisions.
Copper pipe or tubing shall be annealed, seamless, and conform to the requirements
of ASTM B 88, and shall be a minimum of Type L rating.
Threaded cast brass or bronze fittings shall meet the requirements of Section
9-30.6(6).
9-15.1(1) Galvanized Pipe and Fittings
Pipe shall be standard weight, hot-dip galvanized iron or steel pipe, threaded and
coupled. Pipe shall meet the requirements of ASTM A 53.
All pipe fittings shall be standard threaded galvanized malleable iron fittings.
9-15.1(2) Polyvinyl chloride Pipe and Fittings
PVC pipe and fittings shall be of PVC compound Type 1, Grade 1, conforming to
ASTM D 1784 Specifications. The pipe and fittings shall be approved and certified by the
National Sanitation Foundation. Pipe and fittings shall be free from defects in materials,
workmanship, and handling. The Engineer may require dimensional and quick burst
tests of pipe and fittings after arrival at the job site. Acceptance of the materials shall be
subject to passing the designated tests per ASTM Standards.
PVC solvent weld pipe shall be of PVC 1120 material and shall have 200-psi
minimum pressure rating with SDR 21 walls which conform to ASTM D 2241. PVC pipe
with walls heavier than SDR 21 shall be installed when noted in the Plans and specified
in the Special Provisions. PVC threaded pipe shall be of PVC 1120 material and shall be
schedule 80 which conforms to ASTM D 1785.
PVC pipe fittings shall conform to ASTM D 2466, Type I, Grades 1 or 2. Pipe
may be belled on one end with the dimensions of the tapered bell conforming to ASTM
D 2672.
Each length of PVC pipe is to be marked with an identifying extrusion “run” number
and the manufacturer’s name or trade name plus the pipe size and schedule.
9-15.1(3) Polyethylene Pipe
Polyethylene pipe shall be Class 80, SDR 15, medium density polyethylene pipe,
meet the requirements of ASTM D 2239, conform to U.S. Commercial Standard CS-255,
and be National Sanitation Foundation (NSF) approved.
Thick walled polyethylene (poly) pipe shall be used in conjunction with fittings
recommended by the manufacturer of the poly pipe to produce a flexible swing joint
assembly between the lateral line and the irrigation head. The pipe shall be manufactured
from high quality, low density virgin polyethylene material and have a minimum wall
thickness of 0.10-inch and a minimum inside diameter of 0.49-inch. The pipe shall be
capable of withstanding 80-psi operating water pressure at 110°F. The length of thick
walled poly pipe at each flexible swing joint assembly shall be 18-inches minimum to
36-inches maximum.
Page 9-92 2010 Standard Specifications M 41-10
9-15 IRRIGATION SySTEM
9-15.2 Drip Tubing
Drip tubing shall be manufactured from specially formulated, chemical resistant,
low to medium density virgin polyethylene or polybutylene selected for excellent
weatherability and stress cracking resistance and designed specifically for use in drip
irrigation systems. Drip tubing shall have a minimum wall thickness of 0.045-inch.
9-15.3 Automatic controllers
Automatic controller pedestals or container cabinets shall be installed on a concrete
base as shown in the Plans or per manufacturer’s recommendations. Provide three
1-inch diameter galvanized metal or PVC electrical wire conduits through the base
and 3-inches beyond the edge or side of the base. The automatic controller clock shall
be an electrically timed device for automatically opening and closing control valves
for predetermined periods of time and mounted so that all normal adjustments will
be conveniently located for use by the operator. The automatic controller clock shall
be enclosed in a weatherproof, painted, metal housing fabricated from 16 gage sheet
aluminum alloy 6061-T6, or from 16 gage sheet steel metal or unpainted, non-rusting
industrial grade stainless steel.
The automatic controller clock housing shall have hasp and lock or locking device.
All locks or locking devices shall be master keyed and three sets of keys provided to the
Engineer. The controller shall be compatible with and capable of operating the irrigation
system as designed and constructed and shall include the following operating features:
1. Each controller station shall be adjustable for setting to remain open for any
desired period of time, from five minutes or less to at least one hour.
2. Adjustments shall be provided whereby any number of days may be omitted
and whereby any one or more positions on the controller can be skipped. When
adjustments are made, they shall continue automatically within a 14-day cycle
until the operator desires to make new adjustments.
3. Controls shall allow any position to be operated manually both on or off
whenever desired.
4. Controls shall provide for resetting the start of the irrigation cycle at any time
and advancing from one position to another.
5. Controllers shall contain an on-off switch and fuse assembly.
6. Output shall be 24 volt AC with battery back up.
7. Both normally-open or normally-closed rain sensor compatible.
9-15.4 Irrigation heads
Irrigation heads shall be of the type, pattern, and coverage shown in the Plans at
rated operating pressure specified, discharging not more than the amount of gallons per
minute listed.
Sprinkler heads shall be designed so that spray adjustments can be made by either
an adjustment screw or interchangeable nozzles. Watering cores shall be easily removed
without removing the housing from the pipe.
9-15.5 Valve Boxes and Protective Sleeves
All automatic control valves, flow control valves, and pressure reducing valves
shall be provided with valve boxes. Valve boxes shall conform to the Plans and shall
be extendible to obtain the depth required. All manual drain valves and manual control
valves shall be equipped with a protective sleeve and cap as shown in the Plans.
2010 Standard Specifications M 41-10 Page 9-93
IRRIGATION SySTEM 9-15
9-15.6 Gate Valves
Valves shall be of the same size as the pipes on which they are placed and shall have
union or flange connections. Service rating (for nonshock cold water) shall be 150-psi.
Valves shall be of the double disk, taper seat type, with rising stem, union bonnet and
hand wheel or suitable cross wheel for standard key operation. Manufacturer’s name,
type of valve, and size shall be imprinted or printed on the valve.
9-15.7 control Valves
9-15.7(1) Manual control Valves
Manual valves shall be angle type. Service rating shall be not less than 150-psi
nonshock cold water. Valves shall be designed for underground installation with suitable
cross wheel for operation with a standard key. The Contractor shall furnish three suitable
operating keys per Contract. Valves shall have removable bonnet and stem assembly with
adjustable packing gland and shall house long acme threaded stem to ensure full opening
and closing. Valve discs shall be full floating with replaceable seat washers.
9-15.7(2) Automatic control Valves
Automatic remote control valves shall be globe pattern with flanged or screwed
connections as required. The valve shall be constructed so as to allow all internal parts to
be removable from the top of the valve without disturbing the valve installation.
Valves shall be of a normally closed design and shall be electric solenoid operated,
having maximum rating of 6.5 watts utilizing 24 volt AC power. Solenoids shall be
directly attached to the valve bonnets or body with all control parts completely internal.
Valves shall be of 200-psi heavy duty glass filled nylon and a standard product of a
reputable manufacturer of irrigation valves and equipment. The opening and closing
speed of the valve shall be a minimum of five seconds for closure and a minimum of
three seconds for opening with a constant rate of opening and closing. A manual control
bleed cock shall be included on the valve to operate the valve without the requirement
of electric current. A manual shutoff stem with cross handle for wrench operation
is required for manual adjustment from fully closed to wide open. Once the manual
adjustment is set, the valve shall operate automatically in the adjusted position. Water
flow shall be completely stopped when the control valve is closed either manually or
automatically. Automatic control valves and automatic controllers need not be from the
same manufacturer.
9-15.7(3) Automatic control Valves With Pressure Regulator
The automatic control valve with pressure regulator shall be similar to the automatic
control valve and shall also reduce the inlet pressure to a constant lower pressure
regardless of supply fluctuations. The regulator must be fully adjustable.
9-15.8 Quick coupling Equipment
Quick coupler valves shall have a service rating not less than 125-psi for nonshock
cold water. The body of the valves shall be of cast leaded semi-red brass alloy No.
C84400 conforming to ASTM B 584. The base of the valve shall have standard female
pipe threads. The design of the valve shall be such that it will open only upon inserting
a coupler key and will close as the coupler is removed from the valve. Leakage of water
between the coupler and valve body when in operation will not be accepted. The valve
body receiving the coupler shall be designed with double worm slots to allow smooth
action in opening and closing of the valve with a minimum of effort. Slots shall be
notched at the base to hold the coupler firmly in the open position. Couplers shall be
of the same material as the valve body with stainless steel double guide lugs to fit the
worm slots. Couplers shall be of one piece construction with steel reinforced side handles
attached. All couplers shall have standard male pipe threads at the top. Couplers shall be
furnished with all quick coupler valves unless otherwise specified.
Page 9-94 2010 Standard Specifications M 41-10
9-15 IRRIGATION SySTEM
9-15.9 Drain Valves
Drain valves may be a ½ or ¾ inch PVC or metal gate valve as manufactured for
irrigation systems. Valves shall be designed for underground installation with suitable
cross wheel for operation with a standard key, and shall have a service rating of not less
than 150-psi nonshock cold water. The Contractor shall furnish three standard operating
keys per Contract.
On potable systems, drain valves shall be allowed only in the downstream side of
approved cross connection control devices.
9-15.10 hose Bibs
Hose bibs shall be constructed of bronze or brass, angle type threaded to
accommodate a ¾-inch hose connection, and shall be key operated. Design shall be such
as to prevent operation by wrench or pliers.
9-15.11 cross connection control Devices
Atmospheric vacuum breaker assemblies (AVBAs), pressure vacuum breaker
assemblies (PVBAs), double check valve assemblies (DCVAs), and reduced pressure
backflow devices (RPBDs), shall be of a manufacturer and product model approved for
use by the Washington State Department of Health, Olympia, Washington.
9-15.12 check Valves
Adjustable spring check valves shall be PVC and shall be pressure rated at
200-psi. Valves shall be adjustable from 5 to 15-pounds spring tension, but shall not
cause pressure loss in excess of 5-psi for flows up to 30-gpm. Valves shall have angled
seats, Buna-N seals and threaded connections, and shall be installed in 6-inch Schedule
40 PVC sleeves with removable caps or 6-inch round plastic valve boxes.
9-15.13 Pressure Regulating Valves
Pressure regulating valves shall have a minimum of 150 psi working pressure with
an adjustable outlet range of 20 to 70-psi. The valves shall be factory set as shown in the
Plans. Pressure regulating valves shall be rated for safe operation at 175-psi nonshock
cold water.
9-15.14 Three-Way Valves
Three-way valves shall be tight closing, three port, ball or plug type, constructed
to permit straight through and 90 degree flow only. The valve shall be of bronze or
approved corrosion resistant body materials and shall have a minimum of 150-psi
working pressure. The head of the valve, or handle when applicable, shall be permanently
marked to indicate port position. Whenever handles are included as an integral part of the
valve, the Contractor shall remove the handles and give them to the Engineer for ultimate
distribution to the Maintenance Division.
9-15.15 Flow control Valves
Valve body materials shall be plastic or metal. Internal parts shall be stainless steel.
Valves shall be factory set to Plan flows. Valves shall have no external adjustment and be
tamper-proof when installed. One-quarter inch and smaller flow control valves shall have
a minimum pressure absorption range of 2 to 32-psi. One and one half inch and larger
flow control valves shall have a minimum pressure absorption range of 3 to 50-psi.
Flow shall be controlled to 5 percent of Plan volumes.
2010 Standard Specifications M 41-10 Page 9-95
IRRIGATION SySTEM 9-15
9-15.16 Air Relief Valve
The air relief valve shall automatically relieve air and break a vacuum in the
serviced pipe. Body materials shall be installed exactly at all high points.
9-15.17 Electrical Wire and Splices
Electrical wire used between the automatic controller and automatic control valves
shall be copper AWG No. 14 minimum size, Type USE Chemically Cross Linked
Polyethylene , Type UF, and shall be color coded or marked with number identification.
Low voltage splices shall be made with a kit containing a “T” shaped open cell
centering device and a plastic bag of urethane and hardener which is mixed at the time
of installation or heat shrinkable insulating tubing. Heat shrinking insulating tubing shall
consist of a mastic lined heavy wall polyolefin cable sleeve. The resin used with the “T”
shaped open cell centering device shall be a quick curing flexible compound with an
approximate set-up time of 4 minutes at 72°F.
9-15.18 Detectable Marking Tape
Detectable marking tape shall consist of inert polyethylene plastic that is impervious
to all known alkalis, acids, chemical reagents, and solvents likely to be encountered in the
soil, with a metallic foil core to provide the most positive detection and pipeline locators.
The tape shall be color coded and shall be imprinted continuously over its entire
length in permanent black ink. The message shall convey the type of line buried below
and shall also have the word “Caution” prominently shown. Color coding of the tape
shall be as follows:
Utility Tape Color
Water Blue
Sewer Green
Electrical Red
Gas/Oil Yellow
Telephone/CATV Orange
The width of the tape shall be as recommended by the manufacture for the depth of
installation.
9-15.19 Wye Strainers
Wye strainers shall be bronze or brass with screwed end connections, 20 mesh
Monel or stainless steel screen, and standard tapped bronze retainer cap and closure plug.
Service rating shall be not less than 150-psi nonshock cold water.
Page 9-96 2010 Standard Specifications M 41-10
9-16 FENcE AND GuARDRAIl
9-16 FENcE AND GuARDRAIl
9-16.1 chain link Fence and Gates
9-16.1(1) General
All material used in the construction of chain link fence and gates shall be new.
Iron or steel material shall be galvanized unless specified otherwise. Material upon which
serious abrasions of galvanizing occur shall not be acceptable.
9-16.1(1)A Post Material for chain link Fence
Except as noted otherwise, post material shall conform to the requirements of
AASHTO M 181, Type I (zinc-coated steel), Grade 1 or 2, and shall include all round and
roll-formed material (brace rails, top rails, line posts, brace posts, end posts, corner posts
and pull posts).
Round Post Material
Round post material shall be Grade 1 or 2.
Roll Form Material
Roll-formed post material shall be Grade 1.
Roll-formed end, corner, and pull posts shall have integral fastening loops to connect
to the fabric for the full length of each post. Top rails and brace rails shall be open
rectangular sections with internal flanges as shown in ASTM F1043.
Grade 1 post material shall conform to the weight per linear foot, minimum wall
thickness and detail requirements of ASTM F1043. Grade 1 post material that exceeds the
maximum wall thickness requirement of ASTM F1043 may be accepted, provided it does
not interfere with the proper construction of the fence.
Grade 2 post material shall meet the organic exterior coatings requirements of
AASHTO M 181 (Section 33) and the additional requirement that the interior coated
surface shall be capable of resisting 300 hours of exposure to salt fog with a maximum
of 5% red rust when tested in accordance with ASTM B 117.
9-16.1(1)B chain link Fence Fabric
Chain link fabric shall consist of 11-gage wire for chain link fence Types 3, 4, and
6, and 9-gage wire for chain link fence Type 1. The fabric shall be zinc-coated steel wire
conforming to AASHTO M 181, Class C. Zinc 5-percent Aluminum-Mischmetal alloy
meeting the requirements of ASTM B 750 may be substituted for zinc coating (hot-
dipped) at the application rate specified by ASSHTO M 181 for hot-dip zinc coating.
Coating for chain link fence fabric shall meet the requirements of ASTM A 817 with
minimum weight of coating of uncoated wire surface 1.0-oz/sq ft (305 g/m2). The wire
shall be woven into approximately 2-inch diamond mesh. The width and top and bottom
finish of the fabric shall be as specified in AASHTO M 181.
9-16.1(1)c Tension Wire and Tension cable
Tension wire shall meet the requirements of AASHTO M 181. Tension wire
galvanizing shall be Class 1.
Tension cable shall meet the requirements of Section 9-16.6(5).
9-16.1(1)D Fittings and hardware
Except where indicated, fittings shall be malleable cast iron or pressed steel and
shall conform to the requirements of ASTM F626 or AASHTO M232, whichever is
applicable. Fittings for any particular fence shall be those furnished by the manufacturer
of the fence.
2010 Standard Specifications M 41-10 Page 9-97
FENcE AND GuARDRAIl 9-16
Tension truss rods shall be ⅜-inch round galvanized rods with drop forged
turnbuckles or other approved type of adjustment. Couplings for tubular sections shall
be outside sleeve type and shall be at least 6-inches long.
Eye bolts for attaching tension wire shall be ⅜-inch diameter and of sufficient length
to fasten to the type of post being used.
Tension bars shall be ³⁄16-inch by ¾-inch nominal and cross sectional area shall
be 0.141 in2 ± 5%.
Hog rings shall be 12 gage galvanized steel wire. Tie wire shall be 9 gage galvanized
steel wire or 9 gage aluminum wire meeting the requirements of ASTM F626.
Fabric bands and stretcher bars shall meet the requirements of Section 9-16.6(9).
Thimbles, wire rope clips, anchor shackles, and seizing shall meet the requirements
of Section 9-16.6(6).
9-16.1(1)E chain link Gates
Gate frames shall be constructed of not less than 1½-inch (I.D.) galvanized pipe
conforming to AASHTO M 181 Type I, Grade 1 or 2, as specified in Section 9-16.1(1)A.
The corners of the gate frame shall be fastened together and reinforced with a malleable
iron or pressed steel fitting designed for the purpose, or they may be welded. Welding
shall conform to the requirements of Section 6-03.3(25). All welds shall be ground
smooth coated with paint conforming to Section 9-08.1(2)B. The paint shall be applied in
one or more coats to provide a minimum dry film thickness of 3.5 mils.
Chain link fence fabric for filling the gate frame shall meet the requirements of
Section 9-16.1(1)B for the fence type being furnished.
Cross trussing shall be 5/16 -inch steel adjustable rods galvanized in accordance with
Section 9-16.1(1)D.
Each gate shall be furnished complete with necessary hinges, latch, and drop bar
locking device designed for the type of gate posts and gate used on the project. Gates
shall have positive type latching devices with provisions for padlocking. Hinges, latches,
and locking devices shall be galvanized in accordance with Section 9-16.1(1)D.
Gate frames constructed of steel sections, other than pipe, that are fabricated in
such a manner as to form a gate of equal or better rigidity may be used provided they are
approved by the Engineer.
9-16.1(1)F concrete
All concrete for chain link fence shall be as specified in Section 6-02.3(2)B.
9-16.1(2) Approval
Approval of materials for chain link fence shall be by evaluation of independent
test results from a certified testing laboratory or by QPL. Independent test results for
evaluation shall be submitted to the State Materials Engineer in Tumwater WA.
9-16.2 Wire Fence and Gates
9-16.2(1) General
All materials used in the construction of the wire fence shall be new. All iron or steel
material shall be galvanized. Material upon which serious abrasions of galvanizing occur
will not be acceptable.
Page 9-98 2010 Standard Specifications M 41-10
9-16 FENcE AND GuARDRAIl
9-16.2(1)A Steel Post Material
Round Post Material
Round post material shall conform to AASHTO M 181, Type I, Grade 1.
Angle Post Material (Channel, T, U, Y, or Other Approved Style)
All angle post material shall be galvanized in accordance with the requirements of
AASHTO M 111, except the anchor plate on fence post material shall be Grade 55.
Angle post used for end, corner, gate, and pull post and brace shall have a minimum
weight of 3.1-lb/ft.
Posts shall not be less than 7-feet in length. A tolerance of -5% on the weight of
individual posts, braces or anchor plates will be permitted. One type of line post shall be
used throughout the project. Line posts shall be studded, slotted, or properly adapted for
attaching either wire or mesh in a manner that will not damage the galvanizing of posts,
wire or mesh during the fastening. Line posts shall have a minimum weight of 1.33-lbs/
ft and shall be provided with a tapered galvanized steel anchor plate. The anchor plate
shall be securely attached and have a surface area of 20 ±2 in2, and a minimum weight of
0.67-pounds.
9-16.2(1)B Wood Fence Posts and Braces
Douglas fir, Western red cedar, hemlock, or larch shall be used in the construction
of wood fence posts and braces. The material shall be of good quality and approved by
the Engineer before use. Peeler cores shall not be used for round posts. Wood fencing
materials shall have sufficient sapwood in the outer periphery to obtain the specified
penetration of preservative. Western red cedar will not require preservative treatment.
Fencing materials shall be cut to the correct length before pressure treatment.
Line posts shall be 3-inch minimum diameter round posts or nominal 3-inch
by 3-inch square sawed posts. If the posts are to be pointed for driving, they shall be
pointed before treatment. Line posts shall be at least 7-feet in length.
Pull posts and brace posts shall be 6-inch diameter round posts or nominal 6-inch by
6-inch material not less than 7-feet in length.
End, gate, and corner posts, and posts at an intersecting fence shall be 6-inch
diameter round posts or nominal 6-inch by 6-inch material not less than 7-feet 10-inches
in length.
All sawed posts and timbers shall meet the requirements in the table under
Section 9-09.2.
The preservatives used to pressure treat wood fencing materials shall meet the
requirements of Section 9-09.3.
The retention and penetration of the preservative shall be as follows:
Minimum Retention in Pounds Per Cubic Foot
Preservative Sawed Posts Round Posts
Creosote 10.00 8.00
Pentachlorophenol 0.50 0.40
ACA 0.40 0.40
ACZA 0.40 0.40
CCA 0.40 0.40
Minimum Penetration
for material 5” or less - 0.40-inches penetration and 90% of sapwood
for material 5” or greater - 0.50-inches penetration and 90% of sapwood
2010 Standard Specifications M 41-10 Page 9-99
FENcE AND GuARDRAIl 9-16
9-16.2(1)c Brace Wire
Brace wire shall be 9 gage wire galvanized to meet the requirements of AASHTO
M 279, Type Z, Class 1.
9-16.2(1)D Staples and Wire clamps
The staples used to attach the wire fencing to wood posts shall be 9 gage wire, 1½-
inches long, galvanized to meet the requirements of AASHTO M 279, Type Z, Class 1.
The wire clamps used to attach the wire fencing to steel posts shall be 11 gage wire,
galvanized to meet the requirements of AASHTO M 279, Type Z, Class 1.
9-16.2(1)E Barbed Wire
Barbed wire shall conform to the requirements of AASHTO M 280, Type Z and
shall consist of two strands of 12½ gage wire, twisted with four point 14 gage barbs with
barbs spaced 5-inches apart (Design 12-4-5-14R). Galvanizing shall be Class 3.
9-16.2(1)F Wire Mesh
Wire mesh shall conform to the requirements of AASHTO M 279, Type Z and
shall consist of eight horizontal wires with vertical stays spaced 6-inches apart. The
top and bottom wires shall be 10 gage, and the intermediate wires and vertical stays
shall be 12½ gage. The mesh shall have a total width of 32-inches (Design 832-6-12½).
Galvanizing shall be Class 3.
The zinc coated wire as represented by the test specimens shall be capable of being
wrapped in a close helix at a rate not exceeding 15 turns/minute around a cylindrical steel
mandrel having a diameter the same as the specimen being tested, without cracking or
flaking the zinc coating to such an extent that any zinc can be removed by rubbing with
the bare fingers.
9-16.2(1)G Vertical cinch Stays
Vertical cinch stays shall be 10 gage galvanized wire meeting the requirements
of AASHTO M 279, Type Z, Class 1.
9-16.2(1)h Miscellaneous hardware
Bolts, nuts, hinges, latches and other miscellaneous hardware shall be galvanized
in accordance with AASHTO M 232.
9-16.2(1)I Wire Gates
Gate frames shall be constructed of galvanized pipe with a nominal diameter of not
less than 1-inch. The pipe shall conform to the requirements of AASHTO M 181 Type
I, Grade 1. Wire gates shall be not less than 48-inches in height and shall be designed to
fit openings of the width called for in the Plans or as indicated by the Bid items. Each
gate shall be provided with two upright braces of the same material as the frame, spaced
at ⅓ points in the gate. All gates shall be provided with adjustable 5⁄16-inch diameter
galvanized diagonal truss rods from corner to corner. Galvanizing shall be in accordance
with Section 9-16.2(1)H.
The gate frame shall be provided with wire mesh conforming to the requirements
specified in Section 9-16.2(1)F, except that it shall consist of 10 horizontal wires and
have a total width of 47-inches.
Each gate shall be furnished complete with necessary galvanized hinges and latch
designed for use with the type of gate posts used on the project. The hinges shall be so
designed as to be securely attached to the gate post and to enable the gate to be swing
back against the fence. Double gates shall be hinged in the same manner as single gates
and shall be provided with an approved galvanized drop bar locking device. Galvanizing
for hinges, latches, and locking devices shall be in accordance with Section 9-16.2(1)H.
Page 9-100 2010 Standard Specifications M 41-10
9-16 FENcE AND GuARDRAIl
9-16.2(1)J concrete
All concrete for wire fence shall be as specified in Section 6-02.3(2)B.
9-16.2(2) Approval
Approval of materials for wire fence shall be by evaluation of independent test
results from a certified testing laboratory or by QPL. Independent test results for
evaluation shall be submitted to the State Materials Engineer in Tumwater WA.
9-16.3 Beam Guardrail
9-16.3(1) Rail Element
The W-beam or thrie beams rail elements, backup plates, reducer sections, and
end sections shall conform to "A Guide to Standardized Highway Barrier Hardware"
published by AASHTO, AGC, and ARTBA. All rail elements shall be formed from
12 gage steel except for thrie beam reducer sections, thrie beams used for bridge rail
retrofits, and Design F end sections, which shall be formed from 10 gage steel.
The rail splices shall have a minimum total ultimate strength of 80,000 pounds at
each joint.
The 6-inch channel rails and splice plates shall conform to ASTM A 36, except
that the channel rails may conform to ASTM A 992. All fabrication shall be complete
before galvanizing.
The holes in the plate shall be slotted to facilitate erection and to permit expansion
and contraction. The edges of the rail shall be rolled or rounded so they will present
no sharp edges. Where the rail is on a curve, the plates at the splice shall make contact
throughout the area of splice. When the radius of curvature is less than 150-feet, the rail
shall be shaped in the shop.
9-16.3(2) Posts and Blocks
Posts and blocks may be of creosote treated timber, pentachlorophenol treated
timber, waterborne chromated copper arsenate (CCA), ammoniacal copper arsenate
(ACA), or ammoniacal copper zinc arsenate (ACZA), treated timber or galvanized
steel; except only treated timber posts and blocks may be used for weathering steel
beam guardrail.Blocks made from alternate materials that meet the NCHRP Report
350 criteria may be used in accordance with the manufacturer’s recommendations.
Except for terminal or anchor assemblies, all posts for any one project shall be of the
same type (wood or steel). Posts and blocks shall be of the size and length shown in the
Plans and meet the requirements of these Specifications. Posts and blocks may be S4S
or rough sawn.
Timber posts and blocks shall conform to the grade specified in Section 9-09.2(2).
Timber posts and blocks shall be fabricated as specified in the Plans before being treated.
Timber posts and blocks shall be treated by the empty cell process to provide a minimum
retention, depending on the treatment used, according to the following:
Creosote oil 12.0 lbs. pcf.
Pentachlorophenol 0.60 lbs. pcf.
ACA 0.50 lbs. pcf.
ACZA 0.50 lbs. pcf.
CCA 0.50 lbs.pcf.
Treatment shall be in accordance with Section 9-09.3.
Steel posts, blocks, and base plates, where used, shall conform to either ASTM
A 36 or ASTM A 992, and shall be galvanized in accordance with AASHTO M 111.
Welding shall conform to Section 6-03.3(25). All fabrication shall be completed prior
to galvanizing.
2010 Standard Specifications M 41-10 Page 9-101
FENcE AND GuARDRAIl 9-16
9-16.3(3) Galvanizing
W-beam or thrie beam rail elements and terminal sections shall be galvanized
in accordance with AASHTO M-180, Class A, Type 2, except that the rail shall be
galvanized after fabrication, with fabrication to include forming, cutting, shearing,
punching, drilling, bending, welding, and riveting. In addition, the minimum average
mass of zinc coating shall be 2-ounces per square foot of surface (not sheet), the average
to be determined on the basis of three individual tests, no one of which may be less than
1.8-ounces per square foot of surface (not sheet). The aluminum content of the zinc bath
during actual galvanizing operations shall not exceed 0.01-percent. Channel rails, splice
plates, WF steel posts, and base plates shall be galvanized in accordance with ASTM A
123. Anchor cables shall be galvanized in accordance with Federal Specification RR-
W-410, Table II, galvanized at finished size. Bolts, nuts, washers, plates, rods, and other
hardware shall be galvanized in accordance with ASTM A 153.
9-16.3(4) hardware
Unfinished bolts (ordinary machine bolts), nuts, and washers for unfinished bolts,
shall conform to 9-06.5(1). High-strength bolts, nuts, and washers for high-strength bolts
shall conform to 9-06.5(3).
Unfinished bolts shall be accepted by field verification and documentation that
bolt heads are stamped 307A. The Contractor shall submit a manufacturer’s certificate
of compliance per Section 1-06.3 for high-strength bolts, nuts, and washers prior to
installing any of the hardware.
9-16.3(5) Anchors
Welding shall conform to Section 6-03.3(25).
All welding shall be equal in strength to the parent metal.
All fabrication shall be complete and ready for assembly before galvanizing.
No punching, drilling, cutting, or welding will be permitted after galvanizing unless
authorized by the Engineer.
Foundation tubes shall be fabricated from steel conforming to the requirements of
ASTM A 500, Grade B or ASTM A 501.
The anchor plate assembly shall develop a minimum tensile strength of
40,000 pounds.
The anchor plate, W8 × 18, and metal plates shall be fabricated of steel conforming
to the Specifications of ASTM A 36, except that the W8 × 18 may conform to ASTM
A 992.
Anchor cable shall be ¾-inch preformed, 6 × 19 wire strand core or independent
wire rope core (IWRC), galvanized, right regular lay manufactured of improved plow
steel with a minimum breaking strength of 42,800 pounds. Two certified copies of mill
test reports of the cable used shall be furnished to the Engineer.
Swaged cable fittings shall develop 100 percent of the specified breaking strength of
the cable. One swaged fitting attached to 3-feet of cable shall be furnished to the Engineer
for testing.
The swaged fitting and stud assembly shall be of steel conforming to the
requirements of American Iron and Steel Institute C-1035 and shall be annealed and
galvanized suitable for cold swaging.
All metal components of the anchor and cable assembly and not less than the top
14-inches of the W8 × 18 for the Type 2 anchor shall be galvanized in accordance with
Section 9-16.3(3).
Cement concrete shall conform to the requirements of Section 6-02.3(2)B.
Cement grout shall conform to Section 9-20.3(4) and consist of one part Portland
cement and two parts sand.
Page 9-102 2010 Standard Specifications M 41-10
9-16 FENcE AND GuARDRAIl
9-16.3(6) Inspection and Acceptance
The Contractor shall give notice to the Engineer before the rail elements are
fabricated in order that inspections may be provided. The Contractor shall arrange for
all facilities necessary for the inspection of material and workmanship at the point of
fabrication of the rail element, and inspectors shall be allowed free access to necessary
parts of the premises.
The Inspector shall have the authority to reject materials or workmanship which do
not fulfill the requirements of these Specifications. In cases of dispute, the Contractor
may appeal to the Engineer, whose decision will be final.
The Inspector may accept a mill test report certifying that the steel used in
fabricating the rail element meets the requirements of the Specifications. The Contracting
Agency reserves the right, however, to require the Contractor to furnish samples of
the steel proposed for use and to determine to its satisfaction that the steel meets the
Specification requirements. Steel rail elements, fittings, end section hardware, and
bolts may be accepted by the Engineer based on the Manufacturer’s Certification
of Compliance.
9-16.4 Wire Mesh Slope Protection
9-16.4(1) General
All metal material used in the construction of wire mesh slope protection shall be
new and galvanized. Imperfectly galvanized material or material upon which serious
abrasion of galvanizing occurs will not be acceptable.
9-16.4(2) Wire Mesh
The galvanized wire mesh shall consist of No. 9 gage (0.148-inch diameter)
commercial quality zinc coated steel wire, 3½-inches × 5½-inches diamond mesh chain
link conforming to the requirements of AASHTO M 181. Galvanizing shall conform
to the requirements of ASTM A 392 except the weight of zinc coating shall be 0.80
ounce per square foot minimum, of uncoated wire surface. Galvanizing shall be done
before weaving.
The wire mesh fabric shall have knuckled selvages.
Alternate wire mesh for slope protection shall be double twisted mesh. The mesh
shall be of nonraveling construction and consist of a uniform double twisted hexagonal
mesh of galvanized steel wire having a diameter of 0.120-inch after galvanization. The
wire shall be galvanized prior to weaving into the mesh and shall conform to ASTM A
641, Class 3, Finish 5, Soft temper. The minimum tensile strength shall be 60,000 psi
when tested in accordance with ASTM A 370. Openings shall be hexagonal in shape
and uniform in size measuring not more than 3¼-inches by 4½-inches, approximately
9 square inches. Lacing wire shall be the same Specifications as the wire used in the wire
mesh except that its diameter shall be 0.0866-inch after galvanization.
Edges shall be mechanically selvaged in such a manner as to prevent unraveling,
and shall develop the full strength of the mesh. The wire used for the selvage shall have
a nominal diameter of 0.1535-inch.
9-16.4(3) Wire Rope
Wire rope shall be ⅝-inch diameter zinc coated steel structural wire rope conforming
to the requirements of ASTM A 603, Class A.
2010 Standard Specifications M 41-10 Page 9-103
FENcE AND GuARDRAIl 9-16
9-16.4(4) hardware
All rings shall be drop-forged steel, heat treated after forging. Lightweight wire rope
thimbles weighing approximately 13.8 pounds per hundred shall be used with the ½-inch
diameter wire rope. Wire rope clips may be drop-forged steel or cast steel for use with
½-inch wire rope. All rings, thimbles, wire rope clips, and U-bolts shall be galvanized in
accordance with AASHTO M 232, Class C, except castings shall be Class A, and forgings
shall be Class B.
9-16.4(5) hog Rings and Tie Wire
Hog ring fasteners and tie wire shall be manufactured of 9 gauge steel wire meeting
Federal Specification QQ-W-461 (AISI numbers 1010 and 1015) finish 5; medium
hardness and tensile strength; Class 3 coating.
9-16.4(6) Grout
When required, grout for anchors shall consist of one part Portland cement and
three parts of clean sand. The Portland cement shall conform to the requirements of
Section 9-01.2(1).
9-16.4(7) Anchor Rods
Anchor rods shall be of good quality steel. The eye may be drop forged or formed
with a full penetration weld and shall develop 100 percent of the rod strength. The anchor
rod shall be galvanized in accordance with ASTM A 153.
9-16.5 Vacant
9-16.6 Glare Screen
9-16.6(1) General
All material used in the construction of the fence shall be new. Iron or steel material
shall be galvanized or aluminum coated as specified. Imperfectly galvanized or aluminum
coated material, or material upon which serious abrasions of galvanizing or aluminum
coating occur, will not be acceptable.
9-16.6(2) Glare Screen Fabric
Glare screen fabric shall consist of diamond woven wire mesh. The fabric wire
may be 0.148-inch diameter aluminum alloy complying with the Aluminum Association
requirements for alloy 6061T94, or it may be 0.148-inch diameter (9 gage) iron or steel
wire which shall meet all of the requirements of ASTM A 392 galvanized or ASTM A 491
for aluminum coated, except that galvanizing of Type 2 glare screen fabric shall be not
less than 0.8 ounce per square foot and shall be done before weaving. Aluminum coating
shall be Class II.
Type 1 glare screen mesh size shall be approximately a 1-inch diamond. Type 2 glare
screen mesh size shall be a maximum of 3½-inch vertical and 5½-inch horizontal. The
design shall permit the slats to be installed in a vertical position as shown in the Plans
without distortion of the slats.
9-16.6(3) Posts
Line posts for Type 1 glare screen shall be 1½-inches by 1⅞-inches galvanized
steel H column with a minimum weight of 2.8-pounds per linear foot. Line posts for
Type 2 glare screen shall be 1⅝-inches by 2¼-inches galvanized steel H column with a
minimum weight of 4.0-pounds per linear foot, or 2-inch inside diameter galvanized steel
pipe with a nominal weight of 3.65-pounds per linear foot provided only one type shall
be used on any one project. End, corner, brace, and pull posts for Type 1 Design A shall
be 1½-inches by 1⅞-inches steel H column with a minimum weight of 2.8-pounds per
linear foot.
Page 9-104 2010 Standard Specifications M 41-10
9-16 FENcE AND GuARDRAIl
End, corner, brace, and pull posts for Type 1 Design B and Type 2 shall be 2-inch
inside diameter galvanized steel pipe with nominal weight of 3.65-pounds per linear foot.
Intermediate pull posts (braced line posts) shall be H column as specified for line posts.
Brace post sleeves shall be 2½-inch inside diameter galvanized steel pipe with nominal
weight of 5.79-pounds per linear foot.
The base material for the manufacture of steel pipes used for posts shall conform
to the requirements of ASTM A 53, except the weight tolerance on tubular posts shall
be applied as provided below. The base material for the manufacture of steel H columns
shall meet the requirements of ASTM A 675.
Posts provided for glare screen will have an acceptance tolerance on the weight per
linear foot, as specified, equal to plus or minus 5 percent for tubular and H-section posts.
This tolerance will apply to each individual post.
All posts shall be galvanized in accordance with AASHTO M 181, Section 32. The
minimum average zinc coating is per square foot of surface area. In the case of members
made from pipe, this area is defined as the total area inside and outside. A sample for
computing the average of mass of coating is defined as a 12-inch piece cut from each end
of the galvanized member.
9-16.6(4) Tension Wire
Top and bottom tension wire shall be 7 gage coil spring steel wire of good
commercial quality and shall have a zinc coating averaging 0.8 ounces per square foot of
surface area.
9-16.6(5) cable
The tension cable shall be ¼-inch diameter aluminum coated or galvanized, 7 wire
strand steel cable conforming to the requirements of ASTM A 474 for aluminum coated
or A 475 for galvanized, High-Strength Grade. Galvanizing shall be Class A.
9-16.6(6) cable and Tension Wire Attachments
All tension wire and cable attachments shall be galvanized steel conforming to the
requirements of AASHTO M 232 unless otherwise specified. Eye bolts shall have either
a shoulder or a back-up nut on the eye end and be provided with an eye nut where needed
or standard hex nut and lock washer and be ⅝-inch diameter for tension cable and ⅜-inch
diameter for tension wire and of sufficient length to fasten to the type of posts used.
Turnbuckles shall be of the shackle end type, ½-inch diameter, with standard take-up of
6-inches and provided with ⅜-inch diameter pins. Thimbles shall be light weight wire
rope thimbles for use with ¼-inch diameter cable. Wire rope clips shall have a U-bolt
diameter of 5⁄16-inch for use with ¼-inch diameter cable. Anchor shackles shall be ⅜-inch
diameter with a minimum distance between eyes of 11⁄16-inches and a pin diameter of
7⁄16-inch. Seizing shall be 0.032-inch diameter galvanized annealed iron wire.
9-16.6(7) Slats
9-16.6(7)A Wood Slats
Wood slats shall be ⅜-inch by 2⅜-inch by the height designation of the fence.
Material shall be finished and treated cedar or redwood and shall be free from loose
knots, cracks, and other imperfections. A dimensional tolerance of plus or minus 1⁄16-inch
in width or thickness is allowed provided that the maximum space between slats does not
exceed ¾-inch.
2010 Standard Specifications M 41-10 Page 9-105
FENcE AND GuARDRAIl 9-16
9-16.6(7)B Plastic Slats
Plastic slats shall be ⅜-inch by 2⅜-inch by the height designation of the fence. They
shall be manufactured from tubular polyethylene color pigmented material consisting
of high density virgin polyethylene and color pigments, designed to retard ultraviolet
penetration. The material shall have a minimum wall thickness of 0.0030-inch plus or
minus 0.0003-inch and shall remain flexible without distortion and without becoming
brittle through a temperature range of -70ºF to + 250ºF. Tensile strength shall be at least
3,600 psi and the melt index shall not exceed 0.25.
Plastic slats shall be retained in place by means of U-shaped retainer members at the
bottom and top of the fence. Retainer members shall be of the same material as the slats.
The color for plastic slats will be approved by the Engineer from samples submitted
by the Contractor or supplier.
9-16.6(8) Fittings
Fittings shall be malleable cast iron or pressed steel and galvanized in accordance
with the requirements of AASHTO M 232.
Fittings for any particular fence shall be those furnished by the manufacturer of
the fence.
9-16.6(9) Fabric Bands and Stretcher Bars
Fabric bands shall be ⅛-inch by 1-inch nominal and stretcher bars 3⁄16-inch by
¾-inch nominal. Nominal shall be construed to be the area of the cross section of the
shape obtained by multiplying the specified width by thickness. A variation of minus
5-percent from this theoretical area shall be construed as “nominal” size. Both shall be
galvanized to meet the requirements of ASTM F 626.
9-16.6(10) Tie Wire and hog Rings
Tie wire shall be 9-gage aluminum wire complying with the ASTM B 211 for alloy
1100 H14 or 9-gage galvanized wire meeting the requirements of AASHTO M 279.
Galvanizing shall be Class 1.
Hog rings shall be 12-gage galvanized steel wire.
9-16.7 Vacant
9-16.8 Weathering Steel Beam Guardrail
9-16.8(1) Rail and hardware
Steel for rail elements and terminal sections shall conform to ASTM A 606 or
ASTM A 607. Bolts, nuts, and washers for installation of weathering steel shall meet
the requirements of Section 9-16.3(4), and be galvanized in accordance with Section
9-16.3(3). If required, 6-inch channels and fittings shall conform to ASTM A 242. In
addition, all steel for the guardrail components shall conform to one of the following
chemical compositions, percent (ladle):
C Mn P S Si Cu Cr Ni Zr
0.12 0.20 0.07 0.05 0.25 0.25 0.30 0.65
No. 1 Max.to to Max.to to to Max.
0.50 0.15 0.75 0.55 1.25
0.12 0.50 0.12 0.05 0.20 0.50 0.40 1.00 0.10
No. 2 Max. to Max. Max. to Max. to Max. Max.
1.00 0.90 1.00
Page 9-106 2010 Standard Specifications M 41-10
9-16 FENcE AND GuARDRAIl
Blast cleaning or pickling to remove mill scale will not be required. All fabricated
steel parts shall be handled with care to avoid gouges, scratches, and dents. The steel
shall be kept clean of all foreign material, such as paint, grease, oil, chalk marks, crayon
marks, concrete spatter, or other deleterious substances. Natural oxidation of the steel
will not be considered foreign material. Storage in transit, in open cars and trucks, for an
extended period will not be permitted. Steel parts stored outside in yards or at job sites
shall be positioned to allow free drainage and air circulation.
9-16.8(2) Anchors
Guardrail anchors may either be furnished as provided in Section 9-16.3(5) or they
may be nongalvanized and fabricated from steel conforming to ASTM A 242 with the
exception that all Type 1 anchors shall have galvanized cable and fittings as specified in
Section 9-16.3(5).
2010 Standard Specifications M 41-10 Page 9-107
FlExIBlE GuIDE POSTS 9-17
9-17 FlExIBlE GuIDE POSTS
9-17.1 General
Flexible guide posts shall be made of a flexible, nonwarping, nonmetallic, durable
plastic material; shall be resistant to damage due to impact, ultraviolet light, ozone,
hydrocarbons, and other effects of atmospheric weathering; shall resist stiffening
with age; and shall exhibit good workmanship and be free of burns, discoloration,
contamination and other objectionable marks or defects that affect appearance or
serviceability. The portion of ground mounted guide post installed below ground may
be the same material as the portion above ground or other durable material suitable for
firmly anchoring the post in the ground. When iron or steel are used for the in ground
portion, galvanize in accordance with AASHTO M 111. The top of tubular posts shall
be closed to prevent moisture or debris from entering. Surface mounted guide posts shall
be mounted on a base made of a rigid high impact resistant material and be resistant to
ultraviolet light, ozone, and hydrocarbons. The post shall mount directly into or onto the
base in a tamper proof manner and shall allow for easy replacement. Guardrail mounted
guide posts shall be the same as ground mounted guide posts except the length shall be
adjusted to meet the mounting height requirements in the Standard Plans. Appropriate
holes shall be provided for fastening the guide post to the guard rail post.
The material composition of flexible guide posts subsequently furnished shall not
vary from that of the samples upon which the State Materials Laboratory pre-approval
is based. If analysis by the Materials Laboratory determines there is a change in material
composition, such change shall constitute grounds for rejection and/or removal from the
Qualified Products List.
The post system shall be designed for permanent installation to resist overturning,
twisting, and displacement from wind and impact forces.
Each flexible guide post shall be permanently identified with the manufacturer ’s
name, and the month and year of fabrication. Ground mounted guide posts shall have a
permanent a mark indicating the recommended burial depth. The letters shall be solvent
resistant, a minimum of ¼-inch in height, and permanently affixed to the post.
Unless otherwise specified, the color of the guide post shall be white or brown
as indicated in the Plans.
The reflective panel on a flat or elliptical guide post shall have a minimum width
of 3-inches facing traffic. The reflective sheeting shall have a minimum area of 24 square
inches (3-inches by 8-inches). The reflective panel on a round guide post shall have an
8-inch minimum band of reflective sheeting visible for 360 degrees.
9-17.1(1) Dimensions
1. Flat Type – The post has a minimum width of 3-inches of continuous flat
surface with no curvature for the entire length of the post. This will allow for
ridges on the outer edges and back of post intended for structural support.
2. Tubular Type – The post is tubular or round/circular in shape. This allows
for a tubular post with a minimum diameter of 3-inches or a tubular post
with a minimum diameter of 2-inches with a flat or flattened oval surface at
least 3-inches wide and 12-inches long measured from the top for mounting
reflective sheeting.
3. Non-flat and Non-tubular Type – This includes all post that do not fit into the
two types indicated above. This would include convex, w-shape, oval, and
other post designs. The post shall be wide enough to accept a 3-inch wide
reflective sheeting. Any curvature or rounding shall not significantly reduce the
brightness value of the reflective sheeting.
Page 9-108 2010 Standard Specifications M 41-10
9-17 FlExIBlE GuIDE POSTS
4. Surface Mount Guide Post Base – The base for surface mount guide posts shall
be approximately 8-inches in diameter with a maximum height of 2-inches.
5. Guide posts shall be of such length to provide the required mounting height
above the pavement surface in accordance with the Standard Plans.
9-17.1(2) Reflective Sheeting
Reflective sheeting for guide posts shall be Type III, IV, V, or VII conforming
to Section 9-28.12. The reflective panel on a flat or elliptical guidepost shall have a
minimum width of 3-inches facing traffic. The reflective sheeting shall have a minimum
area of 24 square inches (3-inches by 8-inches). The reflective panel on a round guidepost
shall have an 8-inch minimum band of reflective sheeting visible for 360 degrees. Mount
the reflective sheeting on the guide post as detailed in the Standard Plans. Sheeting shall
remain in place during the life of the post.
9-17.2 ultraviolet Resistance Test Procedure (laboratory Test)
Two posts will be tested initially for tensile strength and elongation according to
ASTM D-638 and again after 1,000 hours QUV weatherometer exposure (ASTM G53).
Six bow tie specimens shall be prepared from the delineator post samples submitted
for the purpose of ultraviolet (UV) exposure. The specimens shall be cycled at 1,000
hours in a weatherometer in accordance with ASTM G 53 (3 hr. 60C UV, 3 hr. 50C
CON). Three of each type shall be used for control purposes. The remaining three shall
be subjected to 1000 hours of UV exposure in the QUV weatherometer. Specimen
dimensions conform to those outlined below.
The laboratory test data shall summarize the tensile strength of each, and the average
tensile strength for both control and weathered samples. The data shall also summarize
the elongation of each, and the average elongation for both control and weathered
samples. The average values shall be used to show the percent change in tensile
and elongation.
9-17.2(1) Acceptance
The specimens shall show no signs of delamination, distress, or discoloration.
Physical properties of tensile strength and rigidity shall be maintained within 80 percent
of the unconditioned values.
9-17.3 Field Impact Test Procedure
Sample size of eight units will be tested the following way:
Flexible Ground Mounted Posts
Eight flexible ground mounted posts installed by the manufacturer (four installed
manually and four installed mechanically). The delineators will be hit ten times (four
posts for glancing bumper hits and four posts for wheel hits). A standard sedan with a
bumper height of approximately 18” while traveling at a speed of 55 ± 2 mph will be
used for impact testing. Five of the impacts will be at an ambient temperature of 32
± 5°F and the remaining five impacts at an ambient temperature of 85 ± 5°F. The test
vehicle shall impact four of the posts at an angle perpendicular to the front of the post
and shall impact the remaining posts at an angle of 25 degrees clockwise from the angle
perpendicular to the front of the posts. The same test samples will be used for the ten hits.
Two flexible posts will be used for weatherometer testing. A glancing hit is defined as one
on the bumper near the vehicle headlight. The delineators shall be installed a minimum of
eight hours prior to being hit.
2010 Standard Specifications M 41-10 Page 9-109
FlExIBlE GuIDE POSTS 9-17
Flexible Surface Mounted Posts
Eight flexible surface mounted posts installed by the manufacturer will be hit ten
times (four posts for glancing bumper hits and four posts for wheel hits). A standard
sedan with a bumper height of approximately 18” while traveling at a speed of
55 ± 2 mph will be used for impact testing. Five of the impacts will be at an ambient
temperature of 32 ± 5°F and the remaining five impacts at an ambient temperature of 85
± 5°F. The test vehicle shall impact four of the posts at an angle perpendicular to the front
of the post and shall impact the remaining posts at an angle of 25 degrees clockwise from
the angle perpendicular to the front of the posts. The same test samples will be used for
the ten hits. Two flexible posts will be used for weatherometer testing. A glancing hit is
defined as one on the bumper near the vehicle headlight. The delineators shall be installed
a minimum of eight hours prior to being hit.
9-17.3(1) Test Observations
Inspect each post after each impact and document the following:
1. Any splits, cracks, breaks or other forms of deformation or distress;
2. The percent list to vertical two minutes after each impact;
3. The approximate percentage of the reflective area that is damaged after each
impact to an extent it no longer performs as intended;
4. Any problems or comments associated with the installation and removal of
the posts and bases. The testing agent will document any special equipment or
techniques required for installing or removing the posts and bases.
5. Any problems or comments associated with the performance of each ground
mounted flexible delineator post that would be of interest to the states;
6. Type of soil and impact surface.
9-17.3(2) Acceptance
A failure is defined as any of the following:
1. A minimum of 50 percent of the reflective sheeting shall be retained
undamaged. An area of damage greater than 50 percent is considered a failure.
2. If the guide post leans more than 10 degrees from vertical it is considered a
failure.
3. Any cracking, other than surface cracking evident on only one face of the post,
is considered a failure.
4. Pullout in excess of 3-inches is considered a failure.
At least six of the guide posts must pass each criteria in the 55 ± 2 miles per hour
series of impacts to be acceptable
9-17.4 Pre-approval
In order for a particular model of flexible guide post to become pre-approved, the
following conditions must be met:
1. The manufacturer must submit a written request for pre-approval along with
samples for each model to be tested to: State Materials Engineer, Department
of Transportation Materials Laboratory, P.O. Box 47365, Olympia, WA
98504-7365. Requests shall identify the model for which approval is being
requested. Samples shall be complete with reflective panel attached, and shall
be accompanied by the manufacturer’s written installation procedures.
Page 9-110 2010 Standard Specifications M 41-10
9-17 FlExIBlE GuIDE POSTS
2. The guide posts will be field impact tested by the State Materials Laboratory
to verify compliance with these Specifications.
3. In lieu of State Materials Laboratory testing, the Lab will accept the results of
pre-approved testing performed by the manufacturer or other agencies under
the following conditions:
a. The State Materials Laboratory is informed of the pre-approval testing
sufficiently in advance in order to attend and observe. Attendance will
be at the discretion of the Materials Laboratory.
b. The results of the testing shall be reported in sufficient detail to enable
the State Materials Laboratory to evaluate compliance with these
Specifications.
4. The manufacturer must submit a certified test report, including test data
developed by an approved testing laboratory, which demonstrates that the guide
post complies with the requirements of these Specifications. Certified test data
supplied by the manufacturer shall be subject to verification by appropriate tests
conducted by the State Materials Laboratory.
Frequency of field testing, evaluation, and pre-approval updating shall be at the sole
discretion of the State Materials Laboratory.
2010 Standard Specifications M 41-10 Page 9-111
PREcAST TRAFFIc cuRB AND BlOck TRAFFIc cuRB 9-18
9-18 PREcAST TRAFFIc cuRB AND BlOck TRAFFIc cuRB
9-18.1 Precast Traffic Curb
9-18.1(1) Aggregates and Proportioning
The cement, fine and coarse aggregate, and reinforcing steel to be used in the
manufacture of precast concrete traffic curb shall meet the following requirements:
1. Portland cement shall conform to the requirements of Section 9-01 except that
it may be Type I Portland cement conforming to AASHTO M 85.
2. Aggregates shall conform to the requirements of Section 9-03 except that they
shall be uniformly graded up to a maximum size of ⅜-inch and shall contain
sufficient fine fractions to permit securing the type of surface finish specified
herein. The aggregate shall be approved by the Materials Laboratory before
it is used.
3. Reinforcing steel shall conform to the requirements of Section 9-07.1.
4. The cement concrete mix shall be composed of not less than 1 part Portland
cement to approximately 2 parts of fine aggregate and 3¼ parts of coarse
aggregate adjusted to secure proper workability. The Contractor will be allowed
to use a different concrete mix if approved by the Engineer, provided that it
develops not less than 4,000 psi compressive strength when tested at the age
of28 days.
9-18.1(2) Mixing
The mixers shall be kept in good repair and be equipped with an automatic timing
device and a positive device for regulating the quantity of water added to each batch.
Such a device must be approved by the Engineer before use.
After all materials, including water, have been placed in the mixer, the materials
shall be mixed for a period of not less than 1¾ minutes, or as much longer as may be
necessary to produce a thorough and uniform mixture of the concrete. No water shall
be added to any batch after the completion of the initial mixing period. Each batch of
concrete shall be completely emptied from the mixer before placing more materials in it.
A batch which has not been placed within 30 minutes from the time water was first added
shall not be used.
The amount of water in the concrete shall be kept at a minimum consistent with the
manufacture of dense curb, free from air bubbles and surface defects in excess of the
tolerance limits specified.
9-18.1(3) Forms
Forms shall be of concrete or steel. The use of forms or molds made of plaster of
paris, wood, or other absorptive material will not be permitted.
Bulkheads shall be tight fitting so that there is no leakage of mortar between the
bulkhead and form.
The materials and methods used for lubricating the forms shall be such that they will
not result in discoloration of the curb at any time. A minimum quantity of lubricant shall
be used and all excess lubricant shall be removed.
9-18.1(4) Placing concrete
The concrete shall be consolidated by external vibration, or by other means if
approved by the Engineer, to produce a dense concrete throughout, having a minimum of
air bubbles and honeycombing.
Reinforcing steel shall be placed and maintained in its proper position as shown in
detail drawings.
Curb or buttons shall not be manufactured in an atmospheric temperature of less
than 50ºF.
Page 9-112 2010 Standard Specifications M 41-10
9-18 PREcAST TRAFFIc cuRB AND BlOck TRAFFIc cuRB
9-18.1(5) Removal of Forms
The curb shall be removed from the molds or forms in accordance with the
instructions or by some other method acceptable to the Engineer.
The loosening of the curb from the molds shall be carefully performed to avoid
excessive shock and straining of the curb. When, in the opinion of the Engineer, undue
shock is required to remove the curb from the molds, the stripping operation shall be
deferred until such time as the curb may be removed without breakage.
9-18.1(6) curing concrete
Immediately after the concrete has been placed and consolidated in the mold,
each unit shall be placed in a curing room fitted with water sprays and maintained at a
relative humidity of not less than 90 percent and a temperature of not less than 60ºF, nor
more than 100ºF. Each unit shall remain in the curing room for a period of not less than
10 days, except that if Type III cement is used, the period in the curing room may be
reduced to 5 days.
9-18.1(7) Finish
The curb shall have a smooth, glassy finish on all exposed surfaces.
Excess honeycombing in the back of the curb may be cause for rejection of the curb.
Honeycombing areas in the back of the curb which, in the opinion of the Engineer, are
not detrimental to the curb need not be patched. The workmanship of the bottom finish
shall be such that no mechanical interlocking of the mortar bed and the curb bottom or
anchor groove will occur.
9-18.1(8) Surface Treatment
As soon as the units have been taken out of the curing room and thoroughly surface
dried to a depth of at least ¼-inch, two coats of a water repellent compound, meeting the
requirements of Section 9-18.4, shall be brush applied. When the first coat has dried, the
second coat of water repellent compound shall be applied.
9-18.1(9) Dimensions and Shape
The curb shall conform to the dimensions and shape shown in the Plans within a
tolerance of ¼-inch in length and ⅛-inch in alignment.
9-18.1(10) curb lengths
Curb lengths shall be in accordance with the Standard Plans, except in special cases
where different lengths are specified. Circular curbing shall be made only for such radii
as called for in the detail plans.
9-18.1(11) Defective curb
Not more than 2 percent of the top area in any one piece of curb shall be defective,
and not more than 5 percent of the total length of the top corners of reflecting faces in
any one piece of curb shall be broken or rounded. There shall be not more than 50 holes
in any linear foot of curb. All curb having defects in excess of any of the above will be
rejected immediately upon inspection after removal from the forms. However, failure to
reject the curb at that time will not ensure its final acceptance. Ninety percent of the curb
laid shall not have more than 10 percent of the maximum allowable number of defects
specified above.
An air hole shall be defined as any hole ⅛-inch or larger in diameter or depth.
All defects within the limits permitted, apparent upon removal of forms, shall be
repaired immediately.
2010 Standard Specifications M 41-10 Page 9-113
PREcAST TRAFFIc cuRB AND BlOck TRAFFIc cuRB 9-18
The sum of the length of the lines of discoloration caused by a cracked mold in any
one piece of curb shall not exceed 50 percent of the length of the curb, and the maximum
length of any single line of discoloration shall not exceed 18-inches. 75 percent of the
curb laid shall be entirely free from lines of discoloration. The employment of heat to
obliterate lines of discoloration will not be permitted. The process used to obliterate lines
of discoloration shall be subject to the approval of the Engineer.
The repairing of molds which are chipped or broken shall be done in a manner that
the broken or chipped areas will not be apparent on the curb made in those molds.
All curb in which surface checking develops during the first five days after
manufacture will be rejected.
Hidden air holes at or immediately below the exposed surface of the curb, in excess
of the limits specified that are disclosed by testing the surface by means of a rubber
hammer will be cause for rejection of the curb.
All curb in which cracking is in evidence immediately after removal from the molds
will be rejected. A crack is defined as any separation of the concrete of a continuous
length greater than 3-inches.
All curb which varies in dimensions, alignment, or surface contour in excess of the
tolerance specified will be rejected.
Failure to comply with the plans, Specifications, or instructions of the authorized
representative of the Contracting Agency in the manufacture and laying of any curb will
be cause for rejection of such curb.
9-18.1(12) Repairing curb
Curb having defects which are not sufficient cause for its rejection shall be neatly
repaired immediately after removal from the molds in a manner subject to the approval of
the Engineer. However, no patching or other repairs shall be made without the permission
of the Engineer. Patches shall be undercut if, in the opinion of the Engineer, this operation
is necessary to achieve a satisfactory patch.
All holes larger than ¹⁄16-inch diameter in the exposed surface of acceptable curb or
buttons shall be filled with cement mortar.
9-18.1(13) Identification Marking
The date of manufacture, the length, and identification number corresponding to the
detail layout shall be marked in black paint on the back or end of each piece of curb.
Rejected curb shall be marked on the back or end surfaces in a practical and semi-
permanent manner to identify each cause of rejection.
9-18.1(14) Shipping
No unit of curb shall be shipped from the manufacturing plant prior to 21 days after
manufacture, except, however, that if Type III cement has been used, the units may be
shipped 14 days after manufacture.
9-18.1(15) Sampling and Inspection
The Contractor shall submit, for the approval of the Engineer, an advance sample
of curb which shall be at least equivalent in color, surface texture, and bottom finish to
the standard as set forth in these Specifications. No repairing of any kind shall be done
on the advance sample. Upon approval, the advance sample shall be stored at the plant
or site of manufacture in a location readily accessible to the Inspector where there is
adequate daylight for examination. The advance sample shall be protected from damage
and discoloration and shall be used as a standard of comparison for color, surface texture,
and bottom finish for all curb manufactured. All curb furnished shall be equivalent in the
foregoing respects.
Page 9-114 2010 Standard Specifications M 41-10
9-18 PREcAST TRAFFIc cuRB AND BlOck TRAFFIc cuRB
The inspection at the plant will be made just prior to shipment, at which time
examination will be made of the alignment, contour, color, cracks, surface damage or
discoloration, broken corners or edges, and any other defects which may have developed,
and to check the laboratory test reports for strength. However intermediate inspections
may be made to determine surface checking and hidden air holes if it is impractical to
examine for these defects at the final inspection.
9-18.2 Vacant
9-18.3 Block Traffic Curb
In construction of the block traffic curb, the Contractor shall have the option of using
either length block shown in the plans, provided the same length block is used throughout
the entire project.
The curb units shall be made from Portland cement and high quality sand and gravel,
the proportions of which will be left to the discretion of the producer as long as the unit
develops a minimum compressive strength of 1,600 psi at 28 days when tested for end
loading.
The proportions of sand, gravel, and cement, the type of forms used, and the method
of compacting the concrete in the forms shall all be such that as dense, smooth, and
uniform a surface as is practicable for a concrete masonry unit is obtained on the finished
curb units. The faces that are to be exposed shall be free from chips, cracks, air holes,
honeycomb, or other imperfections except that if not more than 5 percent of the curb
units contain slight cracks, small chips not larger than ½-inch, or air holes not more than
½-inch in diameter or depth, this shall not be deemed grounds for rejection. The units
used in any contiguous line of curb shall have approximately the same color and surface
characteristics.
9-18.4 Water Repellent compound
The water repellent compound shall be a clear, penetrating type, silicone resin base
compound containing no filler or other material which will leave a film on the surface
of the masonry after it is applied. It shall be of such consistency that it can be applied
readily by brush or spray to the masonry at atmospheric temperature down to -20ºF.
The average absorption of three test specimens treated with the water repellent
compound, when tested in accordance with the methods used in the State Materials
Laboratory, shall not exceed 2 percent after being partially immersed in water for 72
hours immediately after curing.
The average moisture vapor transpiration (breathing) of three test specimens, when
tested in accordance with the methods used in the State Materials Laboratory, shall be not
less than 50 percent at seven days.
The water repellent compound shall be approved by the State Materials Laboratory
before it is used.
9-18.5 Sodium Metasilicate
Sodium metasilicate shall comply with ASTM D 537.
2010 Standard Specifications M 41-10 Page 9-115
PRESTRESSED cONcRETE GIRDERS 9-19
9-19 PRESTRESSED cONcRETE GIRDERS
9-19.1 Aggregates and Proportioning
The concrete for prestressed girders shall have the minimum compressive strengths
as specified in the Plans. Aggregates used in the mix shall conform to the following:
Coarse aggregate shall be in accordance with Section 9-03.1(4).
Fine aggregate shall be in accordance with Section 9-03.1(2), Class 1 or Class 2.
The manufacturer may revise the grading of the coarse aggregate provided that the
concrete mix design is qualified with the modified gradation. An alternative combined
gradation conforming to Section 9-03.1(5) may also be used.
The Contractor shall submit for approval a proposed mix design for each design
strength. Included shall be evidence satisfactory to the Engineer that the proposed mix
design will meet design requirements. Approval of the mix design will not preclude any
requirements for the concrete placed in the girders.
The concrete mix shall be prepared and placed in accordance with the appropriate
sections of Section 6-02.
Water used in mixing the concrete shall conform to the requirements of Section
9-25.1.
Cement shall conform to the requirements of Section 9-01.
Chemical admixtures shall conform to the provisions of Section 9-23.6.
The total chloride ion (C1-) content of the mixed concrete, expressed as a percent by
mass of cement, shall not exceed 0.06 percent.
9-19.2 Reinforcement
Reinforcement shall meet the requirements of Section 9-07 and shall be placed in
accordance with the requirements of Section 6-02.3(24).
Page 9-116 2010 Standard Specifications M 41-10
9-20 cONcRETE PATchING MATERIAl
9-20 cONcRETE PATchING MATERIAl, GROuT AND MORTAR
9-20.1 Patching Material
Concrete patching material will be prepackaged mortar extended with aggregate.
The amount of aggregate for extension shall conform to the manufacturer’s
recommendation.
9-20.2 Specifications
Patching mortar and patching mortar extended with aggregate shall contain
cementitious material and meet the requirements of Sections 9-20.2(1) and 9-20.2(2).
The Manufacturer shall use the services of a laboratory that has an equipment calibration
verification system and a technician training and evaluation process per AASHTO R-18
to perform all tests specified in Section 9-20.
9-20.2(1) Patching Mortar
Patching mortar shall conform to the following requirements:
ASTM Test Method Specification
Compressive Strength
at 3 hours C 39 Minimum 3,000 psi
at 24 hours C 39 Minimum 5,000 psi
Length Change
at 28 days C 157 0.15 percent maximum
Total Chloride Ion Content C 1218 1 lb/yd3 maximum
Bond Strength
at 24 hours C 882 (As modified by
C 928, Section 8.5)
Minimum 1,000 psi
Scaling Resistance (at 25 cycles
of freezing and thawing)
C 672 (As modified by
C 928, Section 8.4)
1 lb/ft2 maximum
9-20.2(2) Patching Mortar Extended with Aggregate
Patching mortar extended with aggregate shall meet the following requirements:
ASTM Test Method Specification
Compressive Strength
at 3 hours C 39 Minimum 3,000 psi
at 24 hours C 39 Minimum 5,000 psi
Length Change
at 28days C 157 0.15 percent maximum
Bond Strength
at 24 hours C 882 (As modified by
ASTM C 928, Section 8.5)
Minimum 1,000 psi
Scaling Resistance (at 25 cycles
of freezing and thawing)
C 672 2 Maximum Visual Rating
Freeze thaw C 666 Maximum expansion
0.10% Minimum durability
90.0%
2010 Standard Specifications M 41-10 Page 9-117
cONcRETE PATchING MATERIAl 9-20
9-20.2(3) Aggregate
Aggregate used to extend the patching mortar shall meet the requirements of Section
9-03.1(4) and be AASHTO Grading No. 8. A Manufacturers Certificate of Compliance
shall be required showing the aggregate source and the gradation. Mitigation for Alkali
Silica Reaction (ASR) will not be required for the extender aggregate used for concrete
patching material.
9-20.2(4) Water
Water shall meet the requirements of Section 9-25.1. The quantity of water shall be
within the limits recommended by the manufacturer
9-20.3 Grout
Grout is a mixture of Portland or blended hydraulic cement and water with or
without aggregates and with or without admixtures. Grout may also contain fly ash
and/or concrete admixtures. Grout may be a Contractor’s submitted mix design or a
Manufacturer’s prepackaged grout product.
All prepackaged grouts shall be used in accordance with the manufacturer’s
recommendations, including but not limited to, shelf life, mixing, surface preparation,
and curing.
Where required, all 2-inch cube specimens fabricated in the field shall be made in
accordance with WSDOT TM-813. All 2-inch cube specimens fabricated in a laboratory
shall be made in accordance with WSDOT FOP for AASHTO T-106. All 2-inch cube
specimens shall be tested in accordance with WSDOT FOP for AASHTO T-106.
When coarse aggregate is used, specimens shall be fabricated in accordance with
WSDOT FOP for AASHTO T-23 and tested in accordance with WSDOT FOP for
AASHTO T-22.
9-20.3(1) Grout Type 1 for Post-Tensioning Applications
Grout Type 1 shall be a Class C prepackaged, pumpable, nonbleed, nonshrink,
and high-strength material conforming to the requirements of AASHTO LRFD Bridge
Construction Specifications, Section 10.9.3. The water/cement ratio shall not exceed 0.45.
9-20.3(2) Grout Type 2 for Nonshrink Applications
Grout Type 2 shall be a nonshrink, prepackaged material meeting the requirements
of ASTM C-1107. The minimum compressive strength shall be 4000-psi at 7-days.
9-20.3(3) Grout Type 3 for Unconfined Bearing Pad Applications
Grout Type 3 shall be a prepackaged material meeting the requirements of ASTM
C-882 for minimum of 2000-psi bond strength and ASTM C-157 for maximum of
0.08-percent dry shrinkage. The minimum compressive strength shall be 4000-psi at
7-days.
9-20.3(4) Grout Type 4 for Multipurpose Applications
Grout Type 4 shall be a multipurpose grout material for structural and nonstructural
applications. The grout shall be produced using Portland Cement Type I/II. The water to
cementitious material ratio shall not exceed 0.40 and water-reducing admixtures may be
used. Multipurpose grout may be extended up to three parts fine aggregate to one part
cement. The minimum compressive strength shall be 4000-psi at 7-days. Substitution of
fly ash for cement is allowed up to 20-percent.
Page 9-118 2010 Standard Specifications M 41-10
9-20 cONcRETE PATchING MATERIAl
9-20.4 Mortar
Mortar shall be material made from Portland or blended hydraulic cement, water,
and fine aggregate.
9-20.4(1) Fine Aggregate for Mortar
Fine Aggregate for mortar shall conform to the requirements of Section 9-03.2.
9-20.4(2) Mortar Type 1 for concrete Surface Finish
Mortar Type 1 for concrete surface finishing shall be either prepackaged or a
Contractor-recommended blend of Portland Cement Type I/II and fine aggregate
conforming to Section 9-20.4(1). If the Class 1 concrete surface finishing mortar is
a Contractor-recommended blend, it shall conform to the sand-to-cement ratios specified
in Section 6-02.3(14)A.
9-20.4(3) Mortar Type 2 for Masonry Applications
Mortar Type 2 for masonry shall be either prepackaged or a Contractor-
recommended blend of Portland Cement Type I/II and fine aggregate conforming
to 9-20.4(1).
9-20.4(4) Mortar Type 3 for concrete Repair
Mortar Type 3 shall be a prepackaged material that does not include expansive
admixtures. Aggregate extension and mixing procedures shall be in accordance with the
manufacturer’s recommendation. The minimum compressive strength shall be 4000-psi at
7-days.
2010 Standard Specifications M 41-10 Page 9-119
RAISED PAVEMENT MARkERS (RPM) 9-21
9-21 RAISED PAVEMENT MARkERS (RPM)
9-21.1 Raised Pavement Markers Type 1
Markers Type 1 shall be plastic or thermoplastic markers composed of thermosetting
resins, pigments, and inert ingredients and be of uniform composition. Markers shall not
contain glass.
9-21.1(1) Physical and chemical Properties
The markers shall be of uniform composition and free from surface irregularities,
cracks, checks, chipping, peeling, spalling, crazing, and other physical damage interfering
with appearance, application, or durability.
The markers shall be precast in the form of a single based spheroidal segment
terminating in a rounded or squared shoulder. Markers shall be white or yellow.
The markers shall meet the following requirements:
Property Unit Thermoplastic
Markers Plastic Markers
Mass grams N/A 125 min.
Height inches 0.65-0.78 0.65-0.78
Diameter/Width inches 3.85-4.05 3.85-4.05
Shoulder height inches 0.08-0.22 0.08-0.22
Planeness of base:
Concavity inches 0.05 max. 0.05 max.
Convexity inches 0.05 max. 0.05 max.
Reflectance (white only)%MgO 80 min.80 min.
Impact resistance inch-pound 15 min.15 min.
Titanium Dioxide (white only)% by weight N/A 21 min.
The markers passing laboratory tests will be field tested for approval. The field
tests will include installation with control markers to determine relative adhesion and
durability characteristics.
9-21.2 Raised Pavement Markers Type 2
The marker housing shall contain reflective faces as shown in the Plans to reflect
incident light from either a single or opposite directions.
9-21.2(1) Physical Properties
The markers shall be not less than 4.0-inches nor more than 5.0-inches in width, and
not more than 0.75-inch in height.
The outer surface of the marker housing shall be smooth except for the purpose of
identification.
The base of the markers shall be substantially free from gloss or substances that may
reduce its bond to adhesive.
The markers passing laboratory tests will be field tested for approval. The field
tests will include installation with control markers to determine relative adhesion and
durability characteristics.
9-21.2(2) Optical Requirements
1. Definitions: Horizontal entrance angle shall mean the angle in the horizontal
plane between the direction of incident light and the normal to the leading edge
of the marker.
Page 9-120 2010 Standard Specifications M 41-10
9-21 RAISED PAVEMENT MARkERS (RPM)
Observation angle shall mean the angle at the reflector between observer’s line
of sight and direction of the light incident on the reflector.
Specific intensity (S.I.) shall mean candle power of the returned light at the
chosen observation and entrance angles for each foot-candle of illumination at
the reflector on a plane perpendicular to the incident light.
2. Optical Requirements: The specific intensity of each reflecting surface at
0.2 degrees observation angle shall be not less than the following when the
incident light is parallel to the base of the marker.
Hor. Ent. Angle S.I.
0 3.0
20 1.2
Yellow reflectors shall be not less than 60 percent and red reflectors not less
than 25 percent of the above values.
3. Optical Testing Procedure: a random lot of markers will be tested. The markers
to be tested shall be located with the center of the reflecting face at a distance
of 5-feet from a uniformly bright light source having an effective diameter of
0.2-inch.
The photocell width shall be 0.05-inch. It shall be shielded to eliminate stray
light. The distance from light source center to the photocell center shall be
0.21-inch. If a test distance of other than 5-feet is used, the source and receiver
dimensions and the distance between source and receiver shall be modified in
the same proportion as the test distance.
Failure of more than 4 percent of the samples shall be cause for rejection of
the lot.
9-21.2(3) Strength Requirements
Markers shall support a load of 2,000 pounds as applied in the following manner:
A marker shall be centered over the open end of a vertically positioned hollow metal
cylinder. The cylinder shall be 1-inch high with an internal diameter of 3-inches and wall
thickness of ¼-inch. The load shall be slowly applied to the top of the marker through a
1-inch diameter by 1-inch high metal plug centered on the top of the marker.
Failure shall constitute either a breakage or significant deformation of the marker at
any load of less than 2,000 pounds.
9-21.3 Raised Pavement Markers Type 3
Raised pavement markers Type 3 shall be extruded from high impact thermoplastic
material which has been ultra-violet radiation stabilized and shall meet the following
requirements:
Impact resistance 15-inch-lbs., min.
Reflectance (White Only) 80% min.
Concavity & Convexity
Transverse ¹⁄16-inch, max.
Longitudinal ⅛-inch, max
Base Width 4″
Length 6″, 8″, 10″ or 12″
Height 0.60-0.75″
Shoulder height 0.08-0.20
The ends shall be beveled from the top of the shoulder edge at a slope of
1:1 nominal.
2010 Standard Specifications M 41-10 Page 9-121
MONuMENT cASES 9-22
9-22 MONuMENT cASES
9-22.1 Monument cases, covers, and Risers
Castings for monument cases, covers, and risers shall be gray iron castings
conforming to the requirements of AASHTO M 306, Class 30B. The cover and seat shall
be machined so as to have perfect contact around the entire circumference and full width
of bearing surface. Dipping, painting, welding, plugging, or repairing defects will not
be permitted.
Page 9-122 2010 Standard Specifications M 41-10
9-23 cONcRETE cuRING MATERIAlS AND ADMIxTuRES
9-23 cONcRETE cuRING MATERIAlS AND ADMIxTuRES
9-23.1 Sheet Materials for curing concrete
Sheet materials for curing concrete shall meet the requirements of AASHTO M 171,
Sheet Materials for Curing Concrete, except that only white reflective type shall be used.
9-23.2 liquid Membrane-Forming concrete curing compounds
Liquid membrane-forming compounds for curing concrete shall conform to the
requirements of AASHTO M 148 (ASTM C 309) Type 1D or 2, Class A or B, except
that the moisture loss when tested in accordance with WSDOT Test Method 814 shall
be 2.50 grams for all applications.
Each lot of liquid membrane-forming curing compound shall be sampled at the
project site and tested for acceptance. Liquid membrane-forming curing compound
shall not be used in the absence of satisfactory test results.
9-23.3 Vacant
9-23.4 Vacant
9-23.5 Burlap cloth
Burlap cloth shall meet the requirements of AASHTO M 182, Class 4.
9-23.6 chemical Admixtures for concrete
Acceptance of chemical admixtures will be based on Manufacturer’s Certificate of
Compliance. If required by the Engineer, admixtures shall be sampled and tested before
they are used. A 1-pint (500-milliliter) sample of the admixture shall be submitted to the
WSDOT Headquarters Materials Laboratory for testing 10-days prior to use. Chemical
Admixtures shall contain less than 1-percent chloride ion (Cl-) by weight of admixture.
9-23.6(1) Air-Entraining Admixtures
Air-Entraining admixtures shall meet the requirements of AASHTO M 154 or
ASTM C 260.
9-23.6(2) Type A Water-Reducing Admixtures
Type A Water-Reducing admixtures shall conform to the requirements of AASHTO
M 194 Type A or ASTM C 494 Type A.
9-23.6(3) Type B Retarding Admixtures
Type B Retarding admixtures shall conform to the requirements of AASHTO M 194
Type B or ASTM C 494 Type B.
9-23.6(4) Type c Accelerating Admixtures
Type C Accelerating admixtures shall conform to the requirements of AASHTO M
194 Type C or ASTM C 494 Type C, and only nonchloride accelerating admixtures shall
be used
9-23.6(5) Type D Water-Reducing and Retarding Admixtures
Type D Water-Reducing and Retarding admixtures shall conform to the requirements
of AASHTO M 194 Type D or ASTM C 494 Type D.
9-23.6(6) Type E Water-Reducing and Accelerating Admixtures
Type E Water-Reducing and Accelerating admixtures shall conform to the
requirements of AASHTO M 194 Type E or ASTM C 494 Type E, and only nonchloride
accelerating admixtures shall be used.
2010 Standard Specifications M 41-10 Page 9-123
cONcRETE cuRING MATERIAlS AND ADMIxTuRES 9-23
9-23.6(7) Type F Water-Reducing, high Range Admixtures
Type F Water-Reducing, High Range admixtures shall conform to the requirements
of AASHTO M 194 Type F or ASTM C 494 Type F.
9-23.6(8) Type G Water-Reducing, high Range, and Retarding Admixtures
Type G Water-Reducing, High Range, and Retarding admixtures shall conform to
the requirements of AASHTO M 194 Type G or ASTM C 494 Type G.
9-23.6(9) Type S Specific Performance Admixtures
Type S Specific Performance admixtures shall conform to the requirements of
ASTM C 494 Type S. When a Type S admixture is used, a report on the performance
characteristics of the Type S admixture shall be submitted along with the WSDOT
concrete mix design (WSDOT Form 350-040). The report shall describe the performance
characteristics and provide data substantiating the specific characteristics of the Type S
admixture in accordance with ASTM C 494.
9-23.7 Vacant
9-23.8 Waterproofing
Concrete made with waterproofing admixtures shall have a percent absorption after
immersion and boiling of less than 5.0 percent at seven days and a volume of permeable
voids less than 11.0 percent at seven days per ASTM C 642. The Contractor shall submit
evidence in the form of test results showing compliance with these specifications, when
they submit their concrete mix design.
If the concrete requires air entrainment, the Contractor shall also submit evidence
to the Engineer that the admixture will not adversely effect the air void system of the
hardened concrete. Test results complying with ASTM C 457 shall be provided as
evidence to satisfy this requirement.
9-23.9 Fly Ash
Fly ash shall conform to the requirements of AASHTO M 295 Class C or F
including optional chemical requirements as set forth in Table 2 and with a further
limitation that the loss on ignition shall be a maximum of 1.5 percent.
Fly ash that exceeds the available alkali limits set in AASHTO M 295 Table 2 may
be used if they meet the tests requirements of Section 9-03.1(1). The optional chemical
limits in AASHTO M 295 Table 2 do not apply to fly ash used in Controlled Density Fill.
9-23.10 Ground Granulated Blast Furnace Slag
Ground granulated blast furnace slag shall meet the requirements of AASHTO
M 302, Grade 100 or Grade 120. The grade of the ground granulated blast furnace
slag, the source, and type of manufacturing facility shall be certified on the cement mill
test certificate.
9-23.11 Microsilica Fume
Microsilica Fume shall conform to the requirements of AASHTO M 307. The
optional physical requirement for Reactivity with Cement Alkalies set forth in Table 3
will be required when Microsilica Fume is being used as an ASR mitigation measure.
Page 9-124 2010 Standard Specifications M 41-10
9-24 PlASTIc WATERSTOP
9-24 PlASTIc WATERSTOP
9-24.1 Material
The waterstops shall be fabricated from a plastic compound, the basic resin of
which shall be polyvinyl chloride. The compound shall contain any additional resins,
plasticizers, inhibitors, or other material such that when the material is compounded,
it shall meet the performance requirements given in these Specifications.
Single-pass reworked material of the same composition generated from the
fabricator’s waterstop production may be used. No reclaimed polyvinyl chloride shall
be used.
All waterstops shall be molded or extruded in such a manner that any cross section
will be dense, homogeneous, and free from porosity and other imperfections.
The waterstops shall be symmetrical in shape, nominal 4-inches in width,
by ³⁄16-inch thick, and a minimum of four ribs on each side of the bulb. The bulb
thickness and diameter shall be as noted in the plans.
9-24.1(1) Tests of Material
The waterstops shall meet all of the physical and other test requirements of this
material as defined in the Corps of Engineers Specifications for Polyvinyl Chloride
Water Stop CRD-C572, except that the tear resistance of the material shall be not less
than 160 pounds per inch. The Contractor shall furnish such sample material as required
by the Engineer for the purpose of making tests.
2010 Standard Specifications M 41-10 Page 9-125
WATER 9-25
9-25 WATER
9-25.1 Water for concrete
Water for concrete, grout, and mortar shall be clear, apparently clean, and
suitable for human consumption (potable). If the water contains substances that cause
discoloration, unusual smell or taste, or other suspicious content, the Engineer may
require the Contractor to provide test results documenting that the water meets the
physical test requirements and chemical limits described in ASTM C1602 for nonpotable
water.
Water from mixer washout operations may be used in concrete provided it meets or
exceeds the above criteria as well as the following additional requirements:
1. Concrete with water from mixer washout operations shall not be used in
bridge roadway deck slabs, flat slab bridge superstructures, modified concrete
overlays, or prestressed concrete.
2. Specific Gravity shall not exceed 1.07.
3. Alkalies, expressed as [Na2O+0.658 K2O], shall not exceed 600 ppm.
4. Shall be free of coloring agents.
5. If the wash water contains admixtures from different manufacturers, the
Contractor shall provide evidence that the combination of admixtures are
compatible and do not adversely affect the air void system of the hardened
concrete as per Section 6-02.3(3).
6. All tests to verify that the physical and chemical requirements are met, shall be
conducted on the following schedule:
a. The physical requirements shall be tested on weekly intervals for four
weeks and thereafter on monthly intervals.
b. The chemical requirements shall be tested on monthly intervals.
c. The specific gravity shall be determined daily in accordance with ASTM
D 1429, Test Method D.
The Contractor shall use the services of a Laboratory that has a equipment
calibration/verification system, and a technician training and evaluation process
per AASHTO R-18 to conduct all tests. The laboratory shall use testing equipment
that has been calibrated/verified at least once within the past 12 months to meet the
requirements of each test procedure in accordance with the appropriate section of
AASHTO R-18. Documentation of tester qualifications and equipment verification
records shall be maintained and available for review by the Contracting Agency upon
request. Agency reviews of the laboratory facility, testing equipment, personnel, and all
qualification, calibration, and verification records will be conducted at the Contracting
Agency’s discretion.
9-25.2 Water for Plants
Water for plants shall not contain dissolved or suspended matter which will be
harmful to the plant material on which it is to be used.
Page 9-126 2010 Standard Specifications M 41-10
9-26 EPOxy RESINS
9-26 EPOxy RESINS
9-26.1 Epoxy Bonding Agents
9-26.1(1) General
Epoxy bonding agents shall be 2-component epoxy resin-base systems that meet the
requirements of ASTM C 881, shall be furnished in the type, grade, and class specified,
and shall meet the requirements below. When not specified, an appropriate grade and
class shall be selected for the particular application. Epoxy bonding agents for patching
external concrete shall be concrete-gray in color.
9-26.1(1)A Type I and Type IV
Epoxy bonding agents used for bonding hardened concrete to hardened concrete and
other materials shall be Type I for non-load bearing applications and Type IV for load
bearing applications.
9-26.1(1)B Type II and Type V
Epoxy bonding agents used for bonding freshly mixed concrete to hardened
concrete shall be Type II for non-load bearing applications and Type V for load
bearing applications.
9-26.1(1)c Type III
Epoxy bonding agents used for bonding skid-resistant materials to hardened
concrete and as a binder in epoxy mortars and epoxy concretes used on traffic bearing
surfaces shall be Type III.
9-26.1(2) Packaging and Marking
The components of the epoxy system furnished under these Specifications shall be
supplied in separate containers that are non-reactive with the materials contained. The
contents of each container shall be such that when the container contents are combined,
a properly proportioned final mixture results.
Containers shall be identified as “Component A” (Contains the Epoxy Resin) and
“Component B” (Contains the Curing Agent) and shall show the type, grade, class and
mixing directions as defined by these Specifications. Each container shall be marked with
the name of the manufacturer, the lot or batch number, the date of packaging, and the
quantity contained in pounds or gallons.
Potential hazards shall be so stated on the package in accordance with the Federal
Hazardous Products Labeling Act and State of Washington, Department of Labor and
Industries Regulations for Shipment of Hazardous Products.
9-26.1(3) Certification
If requested by the Contracting Agency, the manufacturer of the epoxy system
shall certify that components A and B meet the requirements of this Specification before
a sample will be accepted for testing by the Contracting Agency. The Manufacturer’s
Certificate of Compliance shall be furnished in accordance with Section 1-06.3.
9-26.1(4) Rejection
Except as noted otherwise, the entire lot of both components may be rejected if
samples submitted for test fail to meet any requirements of this Specification.
9-26.1(5) Acceptance
Acceptance of the Epoxy Bonding Agents for use on the project shall be based on a
passing test report from the State Materials Laboratory.
2010 Standard Specifications M 41-10 Page 9-127
EPOxy RESINS 9-26
9-26.2 Epoxy Adhesive for lane Markers
9-26.2(1) General
Epoxy adhesives for lane markers shall meet the requirements of AASHTO M 237
for Type II - Standard Setting, High Viscosity, Epoxy Adhesive. In lieu of the square
base test specimen molds for the Slant Shear Strength test specified in AASHTO M 237,
cylindrical molds in accordance with ASTM C 882 may be used.
9-26.2(2) Packaging and Marking
Packaging and Marking of Epoxy Adhesive for Lane Markers shall meet the
requirements of Section 9-26.1(2).
9-26.2(3) Certification
Certification of Epoxy Adhesive for Lane Markers shall meet the requirements of
Section 9-26.1(3).
9-26.2(4) Rejection
Rejection of Epoxy Adhesive for Lane Markers shall meet the requirements of
Section 9-26.1(4).
9-26.2(5) Acceptance
Acceptance of each lot of the Epoxy Adhesive for Lane Markers for use on the
project shall be based on a Manufacturer’s Certificate of Compliance.
9-26.3 Epoxy Grout/Mortar/concrete
9-26.3(1) General
This Specification shall apply to epoxy grout, epoxy mortar and epoxy concrete for
traffic and non-traffic bearing applications. Epoxy grout/mortar/concrete shall consist of
an epoxy bonding agent and an aggregate component.
Prepackaged epoxy grout/mortar/concrete shall be prepared from a ready-to-mix
epoxy bonding agent/aggregate system supplied by a manufacturer in kit form.
Non-prepackaged epoxy grout/mortar/concrete shall be prepared from an epoxy
bonding agent and an aggregate component that is clean, surface dry and inert and that
is of a quality and gradation suitable for Portland cement mortar or concrete. Aggregate
meeting the requirements of Section 9-03.1(2) will be satisfactory. Epoxy grout/mortar/
concrete for patching external concrete shall be concrete-gray in color.
9-26.3(1)A Traffic Bearing Applications
Epoxy grout/mortar/concrete for traffic bearing applications shall have a seven-day
compressive strength of not less than 2500 psi when tested in accordance with ASTM
C579. Epoxy bonding agent shall be Type III as described in Section 9-26.1(1)C.
9-26.3(1)B Non-Traffic Bearing Applications
Epoxy grout/mortar/concrete for non-traffic bearing applications shall have a seven-
day compressive strength of not less than 4000 psi when tested in accordance with ASTM
C579. Epoxy bonding agent shall be Type I, II, IV, or V as appropriate for intended use as
described in Section 9-26.1(1)A and Section 9-26.1(1)B.
9-26.3(2) Packaging and Marking
Packaging and Marking of the epoxy bonding agent component of epoxy grout/
mortar/concrete shall meet the requirements of Section 9-26.1(2).
Page 9-128 2010 Standard Specifications M 41-10
9-26 EPOxy RESINS
9-26.3(3) Certification
Certification of the epoxy bonding agent component of epoxy grout/mortar/concrete
shall meet the requirements of Section 9-26.1(3).
9-26.3(4) Rejection
Rejection of the epoxy bonding agent component of epoxy grout/mortar/concrete
shall meet the requirements of Section 9-26.1(4).
9-26.3(5) Acceptance
Acceptance of the epoxy grout/mortar/concrete material for use on the project shall
be based on a passing test report from the State Materials Laboratory.
2010 Standard Specifications M 41-10 Page 9-129
cRIBBING 9-27
9-27 cRIBBING
9-27.1 Vacant
9-27.2 Vacant
9-27.3 Gabion cribbing
9-27.3(1) Gabion Fabric
Gabions may be fabricated from either hexagonal twisted wire mesh or from welded
wire mesh. Only one type of mesh and protective coating shall be used throughout a
structure.
Baskets shall be furnished in the required dimensions with a dimensional tolerance
of plus or minus 5 percent.
Wire for construction of gabions shall be either galvanized steel wire conforming
to ASTM A 641, Class 3, Soft Temper, or aluminized steel wire conforming to ASTM A
809, Soft Temper. The wire shall have a minimum tensile strength of 60,000 psi when
tested in accordance with ASTM A 370.
9-27.3(2) Gabion Baskets
Gabion baskets 1-foot or greater in the vertical dimension shall have mesh openings
with nominal dimensions not to exceed 4½-inches and the maximum area of any mesh
opening shall not exceed 10 square inches.
1. Hexagon Twisted Wire Mesh
a. Wire for galvanized or aluminized hexagonal twisted wire mesh shall be
nominal sized 0.120-inch galvanized steel wire or aluminized steel wire.
b. Hexagonal wire mesh be formed from galvanized or aluminized wire in a
uniform hexagonal pattern with nonraveling double twist. The perimeter
edges of the mesh for each panel shall be tied to a selvage wire of the
same composition as the body mesh and have a minimum diameter of
0.150-inch so that the selvage is at least the same strength as the body of
the mesh.
2. Welded Wire Mesh
a. Welded wire mesh shall be fabricated from galvanized steel wire having a
diameter of 0.106-inch. Wire shall be galvanized prior to fabrication.
b. Welded wire mesh shall be formed in a uniform square pattern with
openings 3-inches by 3-inches with a resistance weld at each connection in
accordance with ASTM A 185.
c. If required, a PVC coating shall be fusion bonded onto the welded wire
mesh to provide a nominal coating thickness of 0.0216-inch per side with
a minimum of 0.0150-inch.
3. PVC Coating (for welded wire mesh only)
Acceptance of PVC coating material shall be by certified test reports of an
independent laboratory. The initial properties of PVC coating material shall
have a demonstrated ability to conform to the following requirements:
a. Specific Gravity — In the range of 1.2 to 1.4, when tested according to
ASTM D 792.
b. Tensile Strength — Not less than 2,275 psi, when tested according to
ASTM D 638.
c. Modulus of Elasticity — Not less than 1,980 psi at 100 Strain, when
testing according to ASTM D 638.
d. Hardness — Shore “A” not less than 75 when tested according to ASTM
D 2240.
Page 9-130 2010 Standard Specifications M 41-10
9-27 cRIBBING
e. Brittleness Temperature — Not higher than 15ºF when tested according to
ASTM D 746.
f. Resistance to Abrasion — The percentage of the mass loss shall be less
than 12 percent when tested according to ASTM D 1242, Method B at 200
cycles, CSI-A Abrader Tape, 80 Grit.
g. Salt Spray Exposure and Ultraviolet Light Exposure – The PVC shall
show no effect after 3,000 hours of salt spray exposure according to
ASTM B 117. The PVC shall show no effect of exposure to ultraviolet
light with test exposure of 3,000 hours using apparatus Type E and 63°C,
when tested according to Practice D 1499 and Practice G 23. After the salt
spray test and exposure to ultraviolet light as specified above, the PVC
coating shall not show cracks, blister, split, nor show a noticeable change
of color. In addition, the specific gravity, tensile strength, modulus of
elasticity, and resistance to abrasion shall not change more than 6, 25, 25,
and 10 percent respectively from their initial values.
9-27.3(3) Gabion Mattresses
Gabion baskets less than 1-foot in the vertical dimension shall have mesh openings
with nominal dimensions not to exceed 3.3-inches, and the maximum area of any mesh
opening shall not exceed 6 square inches.
1. Hexagonal Twisted Wire Mesh
a. Wire for galvanized or aluminized hexagonal twisted wire mesh shall be
nominal sized 0.086-inch galvanized steel wire or aluminized steel wire.
b. Hexagonal wire mesh shall be formed from galvanized or aluminized
wire in a uniform hexagonal pattern with nonraveling double twisted. The
perimeter edges of the mesh for each panel shall be tied to a selvage wire
of the same composition as the body mesh and have a minimum diameter
of 0.1062-inch so that the selvage is at least the same strength as the body
of the mesh.
2. Welded Wire Mesh
a. Welded wire mesh shall be fabricated from galvanized steel wire having a
diameter of 0.080-inch. Wire shall be galvanized prior to fabrication.
b. Welded wire mesh shall be formed in a uniform rectangular pattern with
openings 1½-inches by 3-inches with a resistance weld at each connection
in accordance with ASTM A 185.
c. If required, a PVC coating shall be fusion bonded onto the welded wire
mesh to provide a nominal coating thickness of 0.0216-inch per side with
a minimum of 0.0150-inch. The PVC coating shall be in conformance with
Section 9-27.3(2).
9-27.3(4) Fasteners for Basket Assembly
The lacing wire shall be a nominal sized 0.0866-inch galvanized steel wire or
aluminized steel wire. Lacing wire shall have the same coating as the basket mesh.
Spiral binders, if used for joining welded wire panels shall be formed from 0.106-
inch nominal diameter steel wire with a 3-inch pitch having the same Specifications and
coating as the wire mesh. Lacing wire may be used in lieu of spiral binders.
Alternate fasteners for basket assembly shall remain closed when subjected to a
600 pound tensile force when confining the maximum number of wires to be confined.
Installation procedures and test results for alternate fasteners shall be submitted for
approval.
Internal connecting wires shall be the same as required for lacing wire. Alternate
stiffeners acceptable to the gabion manufacturer may be used.
2010 Standard Specifications M 41-10 Page 9-131
cRIBBING 9-27
9-27.3(5) Nonraveling construction
The wire mesh shall be fabricated in a manner to be nonraveling. This is defined
as the ability to resist pulling apart at any of the connections forming the mesh when a
single strand in a section of mesh is cut.
9-27.3(6) Stone
Stone for filling gabions shall have a Degradation Factor of at least 30. The stone
shall be dense enough to pass the unit weight test described in Section 8-24.3(3)F. Stone
shall meet the following requirements for gradation:
Sieve Size Percent Passing
8″100
6″75-90
4″0-10
% Fracture 75 min.
All percentages are by weight.
Page 9-132 2010 Standard Specifications M 41-10
9-28 SIGNING MATERIAlS AND FABRIcATION
9-28 SIGNING MATERIAlS AND FABRIcATION
9-28.1 General
Unless noted otherwise in the Plans, permanent signs shall be constructed of sheet
aluminum. Permanent signs which measure 36-inches or less on a side and are to be
mounted on a single post may be constructed of single 0.135-inch fiberglass reinforced
plastic panels. Sign overlay panels may be either 0.050-inch aluminum or 0.075-inch
fiberglass reinforced plastic panels. All signs, except internally illuminated signs, shall be
reflectorized.
See ASTM D 4956 for reflective sheeting type designations. Standard control
signs and guide sign borders, letters, numerals, symbols, shields, and arrows shall be in
accordance with the “Washington State Sign Fabrication Manual.”
All STOP, YIELD, DO NOT ENTER, WRONG WAY, FREEWAY ENTRANCE,
and HIGHWAY ENTRANCE signs shall be constructed entirely of Type III or IV
reflective sheeting. All M series, I series, and D-10 series signs and all signs with blue
or brown backgrounds shall be constructed entirely of Type II reflective sheeting unless
otherwise specified. Background reflective sheeting for all other signs shall be as noted in
the Plans. Sign legends for all other signs shall be constructed of Type III or IV reflective
sheeting. Sign legends include: borders, letters, numerals, symbols, shields, and arrows.
Reflective legend sheeting types shall not be mixed on individual signs.
9-28.1(1) Basis for Acceptance
Reflective sheeting shall be accepted on the basis of inclusion of the material/
product on the Qualified Product List or by approval of a Request for Approval
of Materials. The sign fabricator shall have available for inspection a copy of
the Manufacturer’s Certificate of Compliance for each lot of reflective sheeting.
This certificate shall verify that the reflective sheeting meets all the requirements of
Section 9-28.12.
The basis for acceptance of aluminum sign blanks and panels shall be a mill test
certificate from the aluminum manufacturer attesting to the correct alloy and temper of
the metal supplied. At the option of the Engineer, laboratory tests may also be performed
to confirm metallurgical data.
It is expressly understood that the furnishing of certificates of compliance will not
relieve the Contractor from the obligation to replace materials found defective after
delivery to the project, nor will they prevent the Engineer from sampling material when
it arrives on the project and subjecting it to such laboratory tests as they may deem
appropriate or significant.
9-28.1(2) Inspection
All signs will be inspected at the fabricator’s plant before shipment to the project.
The inspection shall not be made until all materials have been tested and approved. Signs
without a “FABRICATION APPROVED” decal will not be installed on the project with
the exception of double-faced signs which do not receive decals or fabricator’s stickers.
9-28.2 Manufacturer’s Identification and Date
All signs shall show the manufacturer’s name and date of manufacture on the back.
In addition, the width and height dimension, in inches, and the number of the sign as it
appears in the Plans shall be placed using 3-inch series C black letters on the back of
destination, distance, and large special signs. Hand painted numbers are not permitted.
9-28.3 corner Radius
All regulatory and warning signs shall have rounded corners with the exception of
stop signs. Information and guide signs may have square cut corners. Borders for signs
having square cut corners shall have a corner radius approximately ⅛ of the lesser side
2010 Standard Specifications M 41-10 Page 9-133
SIGNING MATERIAlS AND FABRIcATION 9-28
dimension of the sign up to a maximum radius of 12-inches. For signs with rounded
corners, the borders shall be concentric with the rounded corners.
9-28.4 Extruded Windbeams and “Z” Bar
All multiple post and multiple panel signs shall be constructed and installed with
horizontal extruded windbeams and “Z” bar, when required, as shown in the Plans or
the Standard Plan. All bolt and rivet heads visible on the sign face shall be anodized or
painted to match the sign area immediately surrounding the bolt or rivet head. Extruded
windbeams and “Z” bar shall be accepted on the basis of a certificate of compliance from
the manufacturer. Materials shall be as designated in Section 9-28.11.
9-28.5 letter and Spacing Formula
Letter and arrow sizes shall be as specified in the Plans. Spacing formulas shall be
those furnished by the manufacturer of the letters.
9-28.6 Destination Sign Messages
Destination sign messages, borders, shields, and symbols shall be direct applied
unless otherwise noted in the sign plans. All message components shall be one
piece construction unless the least dimension exceeds available sheeting widths. All
components shall have smooth, sharp cut edges. Components which are torn, wrinkled, or
exhibit poor workmanship, will not be permitted.
9-28.7 Process colors
Transparent and opaque process colors used in silk screening sign messages shall
be as recommended by the manufacturer. When properly applied, process colors shall
perform satisfactorily for the expected life of the sheeting. Applied colors shall present
a smooth surface, free from foreign material, and all messages and borders shall be clear
and sharp. Sheeting shall conform to the retroreflective minimum values and color limits
established for its type and color without regard to whether the color is integral to the
sheeting or achieved by applying transparent colors to silver/white sheeting. There shall
be no variations in color, and overlapping of colors will not be permitted.
Properly applied and cured process colors shall exhibit no blistering, bubbling, or
loss of color or transparency when cleaned with a mild non-abrasive detergent solution.
Minor loss of color may be detected when solvents such as kerosene, mineral spirits,
heptane, or VM&P Naphtha are used to clean severely contaminated signs; e.g., paint
vandalism. However, the colors shall not blister, bubble, peel, or be easily removed.
9-28.8 Sheet Aluminum Signs
Sheet aluminum signs shall be constructed of material conforming to ASTM B 209
alloy 6061-T6 or alloy 5052-H36 or H38. Alloy 5005-H34 may be used for sign overlays.
After the sheeting has been fabricated, the surface of each panel shall be protected
from corrosion. The corrosion protection shall meet the requirements of ASTM B-449
Class II Specification for Chromates on Aluminum. Aluminum signs over 12-feet wide
by 5-feet high shall be comprised of vertical panels in increments of 2, 3, or 4-feet wide.
No more than one 2-foot and/or 3-foot panel may be used per sign. The Contractor shall
use the widest panels possible. All parts necessary for assembly shall be constructed
of aluminum, galvanized steel, or stainless steel in accordance with the Plans. Sheet
thickness shall be as follows:
Maximum Horizontal Dimension Sheet Aluminum Thickness
Overlay panels 0.050-inch
Up to 20-inches 0.063-inch
20-inches to 36-inches, inclusive 0.080-inch
Over 36-inches (Permanent Signs)0.125-inch
Page 9-134 2010 Standard Specifications M 41-10
9-28 SIGNING MATERIAlS AND FABRIcATION
The side dimension for a diamond shaped warning sign is considered to be the
maximum horizontal dimension.
Before placing aluminum in contact with untreated steel, the steel surfaces shall be
protected by proper cleaning and painting with one coat of paint conforming to Section
9-08.1(2)B and two coats of aluminum paint.
Metal shall be handled by device or clean canvas gloves between all cleaning and
etching operations and the application of reflective sheeting.
9-28.9 Fiberglass Reinforced Plastic Signs
Fiberglass reinforced plastic signs and overlay panels shall be constructed of a
fiberglass reinforced thermoset polyester laminate. The sign panel shall be acrylic
modified and UV stabilized for outdoor weathering ability.
The sign panel shall be stabilized to prevent the release of migrating constituents
(such as solvents, monomers, etc.) over the expected life of the sign. The sign panel shall
contain no residue release agents on the surface of the laminate so neither migrating
constituents or release agents will be present in amounts which will interfere with any
subsequent bonding operations.
The sign panel shall not contain visible cracks, pinholes, foreign inclusions, or
surface wrinkles that would affect implied performance, alter the specific dimensions of
the panel, or otherwise affect its serviceability.
The sign panel surface shall be wiped clean with a slightly water dampened cloth
before applying reflective sheeting.
9-28.9(1) Mechanical Properties
All mechanical properties are stated as minimum requirements. The mechanical
properties are measured in both the line direction of the panel and at 90-degrees to the
line as noted in the appropriate ASTM test referenced.
Mechanical Property Ave. Min. Requirement ASTM Test
Tensile Strength 10.0 psi × 103 D 638
Tensile Modulus 1.2 psi × 106 D 638
Flexural Strength 20.0 psi × 103 D 790
Flexural Modulus 1.2 psi × 106 D 790
Compression Strength 32.0 psi × 103 D 695
Compression Modulus 1.4 psi × 106 D 695
Punch Shear 12.0 psi × 103 D 732
9-28.9(2) Physical Properties
Sign Panels are to be 0.135-inch thick. Overlay panels are to be 0.075-inch thick.
Panel thickness tolerance shall be plus or minus 0.005-inch. Panel tolerance on nominal
length and width shall be plus or minus ⅛-inch for dimensions of 12-feet or less and
shall be within ⅛-inch of square per 12-feet of length when measured in accordance with
ASTM D 3841.
Panels shall be manufactured with smooth surfaces on both top and bottom of
the panel.
Panel flatness of a 30-inch by 30-inch panel shall be measured by hanging the
panel diagonally in suspension. The maximum deflection measured diagonally, parallel
and perpendicular to the panel by lines drawn through the center of the panel, shall not
exceed ½-inch. The panel shall then be hung diagonally in suspension in an oven for 48
hours at 180°F. The maximum deflection shall again be measured as previously noted
and shall not exceed ½-inch. All measurements shall be made when panels are at ambient
temperature.
2010 Standard Specifications M 41-10 Page 9-135
SIGNING MATERIAlS AND FABRIcATION 9-28
Panels shall be pigmented to a visually uniform gray color within the MunselR range
of N.7.5/to N.8.5/.
Panels shall have a maximum coefficient of lineal thermal expansion of
1.8 × 10-5 in/in/°F. when tested in accordance with ASTM D696.
Panels shall be classified as to a minimum Grade II (weather resistant) panel as
specified in ASTM D 3841 following 3,000 plus or minus 100 hour weatherometer test.
Panels shall contain additives designed to be less responsive to fire ignition and
flame propagation. As such, the extent of burning shall not exceed 1.0-inch when tested
in accordance with ASTM D 635.
Panels shall resist the impact energy of 20 foot-pounds applied with a hemispherical
tipped object 1-inch in diameter.
The panels thermal stability for strength and impact resistance qualities shall not be
appreciably affected over a temperature range of -65ºF to 212°F.
Fiberglass reinforced plastic panels for signs shall be accepted on the basis of a
certificate of compliance from the manufacturer as outlined in Section 1-06.3.
9-28.10 Vacant
9-28.11 hardware
Bolts, nuts, locknuts, and washers shall be of the same material for each attachment.
Bolts, nuts, locknuts, and washers for signs mounted on overhead sign structures (i.e. sign
bridges, cantilevers sign structures, and bridge mounted sign brackets) shall be stainless
steel only.
Hardware Specification
Bolts ASTM F 468 2024-T4 Aluminum
ASTM A 307 Steel
ASTM F 593 Group 1, Condition A Stainless
Steel, or ASTM A 193, Grade B8, Class 1
Stainless Steel
U-bolts ASTM A 276 Type 304 Stainless Steel
Washers ASTM B 209 2024-T4 Aluminum
ASTM F 844 Steel
ANSI B.18.22.1 Stainless Steel Alloy 304
Nuts ASTM F 467 2024-T4 Aluminum
ASTM A 563 Grade A Steel
ASTM F 594 Group 1 Stainless Steel, or
ASTM A 194 Grade 8 or 8A Stainless Steel
Locknuts
(with nylon insert unless
otherwise in the Plans)
ASTM F 467 2024-T4 Aluminum
ASTM A 563 Grade A Steel
ASTM F 594 Group 1 Stainless Steel, or noted
ASTM A 194 Grade 8 or 8A Stainless Steel
Rivets ASTM B 316 5052 Aluminum Alloy
ASTM B 316 5056 Aluminum Alloy
Post Clips ASTM B 179 356-T6 Aluminum
Windbeams ASTM B 221 6061-T6 Aluminum
Angle and “Z” Bar ASTM B 221 6061-T6 Aluminum
ASTM A 36 or ASTM A 992 Steel
Strap and Mounting Bracket ASTM A 666, Type 201 Stainless Steel
All steel parts shall be galvanized per AASHTO M 111. Steel bolts and related
connecting hardware shall be galvanized per AASHTO M 232.
Page 9-136 2010 Standard Specifications M 41-10
9-28 SIGNING MATERIAlS AND FABRIcATION
9-28.12 Reflective Sheeting
Type I and Type II reflective sheeting shall consist of spherical lens elements
embedded within a transparent plastic having a smooth, flat outer surface. Type III and
Type IV reflective sheeting shall consist of spherical or prismatic lens elements adhered
to a synthetic resin and encapsulated by a flexible, transparent, weatherproof plastic
having a smooth outer surface. Type V reflective sheeting shall consist of metallized
microprismatic lens bonded to a flexible, smooth-surfaced, weather resistant polymeric
film. Type VI reflective sheeting shall consist of unmetallized microprismatic lens formed
on a flexible vinyl material. Type VII, VIII, IX and Type X Fluorescent Orange reflective
sheeting shall consist of unmetallized microprismatic lens formed in a synthetic resin
and encapsulated by a flexible, transparent, weatherproof plastic having a smooth outer
surface. All sheeting shall be weather resistant and have a protected pre-coated adhesive
backing. Type II reflective sheeting shall contain an identifying marking, such as a water
mark, which is visible after sheeting application. The marking shall not adversely affect
the performance or life of the sheeting.
The reflective sheeting shall have the following minimum coefficient of
retroreflection values at 0.2 degrees and 0.5 degrees observation angle expressed as
average candelas per foot-candle, per square foot of material. Measurements shall be
conducted in accordance with ASTM E 810.
Type I Glass Bead Retroreflective Element Material
Obs.
Angle
Entrance
Angle
SILVER
WHITE YELLOW ORANGE GREEN RED BLUE BROWN
0.2° -4° 70 50 25 9.0 14 4.0 1.0
0.2° +30° 30 22 7.0 3.5 6.0 1.7 0.3
0.5° -4° 30 25 13 4.5 7.5 2.0 0.3
0.5° +30° 15 15 4.0 2.2 3.0 0.8 0.2
Type II Glass Bead Retroreflective Element Material
Obs.
Angle
Entrance
Angle WHITE YELLOW ORANGE GREEN RED BLUE BROWN
0.2° -4° 140 100 60 30 30 10 5.0
0.2° +30° 60 36 22 10 12 4.0 2.0
0.5° -4° 50 33 20 9.0 10 3.0 2.0
0.5° +30° 28 20 12 6.0 6.0 2.0 1.0
Type III Glass Bead Retroreflective Element Material
Obs.
Angle
Entrance
Angle
SILVER
WHITE YELLOW ORANGE GREEN RED BLUE BROWN
0.2° -4° 250 170 100 45 45 20 12
0.2° +30° 150 100 60 25 25 11 8.5
0.5° -4° 95 62 30 15 15 7.5 5.0
0.5° +30° 65 45 25 10 10 5.0 3.5
Type IV Micro Prismatic Retroreflective Element Material
Obs.
Angle
Entrance
Angle WHITE YELLOW GREEN RED BLUE BROWN
0.2° -4° 250 170 35 35 20 7.0
0.2° +30° 80 54 9 9 5.0 2.0
0.5° -4° 135 100 17 17 10 4.0
0.5° +30° 55 37 6.5 6.5 3.5 1.4
2010 Standard Specifications M 41-10 Page 9-137
SIGNING MATERIAlS AND FABRIcATION 9-28
Type V Metallized Micro Prismatic Retroreflective Element Material
Obs.
Angle
Entrance
Angle WHITE YELLOW ORANGE GREEN RED BLUE
0.2° -0.4° 700 470 280 120 120 56
0.2° +30° 400 270 160 72 72 32
0.5° -0.4° 160 110 64 28 28 13
0.5° +30° 75 51 30 13 13 6.0
Type VI Vinyl Micro Prismatic Retroreflective Element Material
Obs.
Angle
Entrance
Angle WHITE YELLOW ORANGE GREEN RED BLUE
0.2° -0.4° 250 170 70 30 35 20
0.2° +30° 95 64 26 11 13 7.6
0.5° -0.4° 200 136 56 24 28 18
0.5° +30° 60 40 17 7.2 8.4 4.8
Type VII Micro Prismatic Retroreflective Element Material
Obs.
Angle
Entrance
Angle WHITE YELLOW ORANGE GREEN RED BLUE
0.2° -0.4° 750 560 280 75 150 34
0.2° +30° 430 320 160 43 86 20
0.5° -0.4° 240 180 90 24 48 11
0.5° +30° 135 100 50 14 27 6.0
Type VIII Micro Prismatic Retroreflective Element Material
Obs.
Angle
Entrance
Angle WHITE YELLOW ORANGE GREEN RED BLUE BROWN
0.2° -0.4° 700 525 265 70 105 42 21
0.2° +30° 325 245 120 33 49 20 10
0.5° -0.4° 250 190 94 25 38 15 7.5
0.5° +30° 115 86 43 12 17 7 3.5
Type IX Micro Prismatic Retroreflective Element Material
Obs.
Angle
Entrance
Angle WHITE YELLOW ORANGE GREEN RED BLUE
0.2° -0.4° 380 285 145 38 76 17
0.2° +30° 215 162 82 22 43 10
0.5° -0.4° 240 180 90 24 48 11
0.5° +30° 135 100 50 14 27 6.0
1.0 -0.4° 80 60 30 8.0 16 3.6
1.0 +30° 45 34 17 4.5 9.0 2.0
Type X Micro Prismatic Retroreflective Element Material
Obs. Angle Entrance Angle FLUORESCENT ORANGE
0.2°-0.4°200
0.2°+30°90
0.5°-0.4°70
0.5°+30°26
Page 9-138 2010 Standard Specifications M 41-10
9-28 SIGNING MATERIAlS AND FABRIcATION
The wet performance measurements on unweathered sheeting shall be conducted in
accordance with one of the following methods:
1. The standard rainfall test specified in Federal Specification LS 300C and the
brightness of the reflective sheeting totally wet by rain shall not be less than
90 percent of the above values.
2. Samples shall be submerged in a tank of clean water (approximately 72°F) for
a period of 5 minutes. Reflex-reflective performance of the sheeting shall be
viewed in a darkened room by reflected light through the surface of the water
or through a transparent plane surface of the tank parallel to the sample surface.
Light source shall be such as a hand flashlight held close to the eye. The wet
sheeting shall show no apparent loss of reflective performance as compared to
dry material.
The sheeting shall conform to the applicable daytime color and luminance
factor requirements of ASTM D 4956 when tested instrumentally in accordance with
Section 8.4 of that Specification; OR, the diffuse day color of the reflective sheeting shall
be visually evaluated by comparison with the applicable Highway Color Tolerance Chart.
Color comparison shall be made under north daylight or a scientific daylight having a
color temperature from 6500 degrees to 7500 degrees Kelvin. Daytime color evaluation
shall be illuminated at 45 degrees and viewed at 90 degrees. There shall be no significant
color shift when viewed under nighttime (retroreflective) conditions.
The reflective sheeting shall have a pre-coated pressure sensitive adhesive (Class 1)
or a heat-activated adhesive (Class 2) either of which will adhere to flat, clean surfaces
without necessity of additional adhesive coats on the reflective sheeting or application
surface. Chemical activators shall not be used to activate Class 2 adhesive. The pre-
coated adhesive shall be protected by an easily removed liner which, when removed,
shall not have a staining effect on the reflective sheeting and shall be mildew resistant.
The protective liner attached to the adhesive shall be removable by peeling without
soaking in water or other solvents and shall be easily removed after storage for 4 hours
at 150ºF under weight of 215-psi. The sheeting with liner removed, conditioned for 24
hours at 72°F and 50 percent relative humidity, shall be sufficiently flexible to show no
cracking when bent around a 1.2-inch diameter mandrel with the adhesive side contacting
the mandrel. For ease of testing, talcum powder may be spread on the adhesive to
prevent sticking to the mandrel. The sheeting surface shall be smooth and flat to facilitate
self-cleaning in the rain, regular cleaning, and wet performance, and exhibit 85 degrees
glossmeter rating of not less than 50 when tested in accordance with ASTM D 523. The
sheeting surface shall be readily processed and compatible with transparent and opaque
process colors and show no loss of the color coat with normal handling, cutting, and
application. The sheeting shall permit cutting and color processing at temperatures of
60°F to 100°F and 20 to 80 percent RH. The sheeting shall be heat resistant and permit
force curing without staining of unapplied sheeting or applied sheeting at temperatures
recommended by the manufacturer not to exceed 150°F for unapplied sheeting or 200°F
for applied sheeting. The sheeting surface shall be solvent resistant to permit cleaning by
wiping with a clean soft cloth dampened with VM&P Naphtha or mineral spirits.
The adhesive shall form a durable bond to smooth, corrosion and weather resistant
surfaces and permit the reflective sheeting to adhere securely, 48 hours after application
at temperatures of -30°F to 200°F. The adhesive bond shall be sufficient to render the
applied sheeting vandal-resistant and prevent its shocking off when subjected to an
impact energy of 20 ft. lbs. applied with a hemispherical tipped object 1-inch in diameter
at -0°F. The test specimen shall be applied to aluminum backing not less than 0.080-
inch thick and having a dimension of not less than 4-inches square. During testing, the
specimen shall be supported on a 3-inch diameter ring.
2010 Standard Specifications M 41-10 Page 9-139
SIGNING MATERIAlS AND FABRIcATION 9-28
The adhesion test shall conform to ASTM D 4956 with the addition of the
temperatures noted above.
The resistance to accelerated weathering shall be as described in ASTM D 4956
except the weathering apparatus and procedure shall be in accordance with ASTM G 154.
The reflective sheeting shall be sufficiently flexible to be cut to shape easily and
permit application over, and conform to, moderate shallow embossing characteristic of
certain sign borders and symbols. The tensile strength of the sheeting shall be 5 to 20
pounds per square inch width when conditioned for 48 hours in accordance to ASTM D
685 and tested in accordance with ASTM D 828. Following liner removal, the reflective
sheeting shall not shrink more than ¹⁄32-inch in ten minutes nor more than ⅛-inch in
24 hours in any dimension per 9-inch square at 72°F and 50 percent relative humidity.
The sheeting, when applied according to manufacturer’s recommendations to
cleaned and etched 0.020-inch × 2-inch × 8-inch aluminum, conditioned (24 hours) and
tested at 72°F and 50 percent relative humidity, shall be sufficiently flexible to show no
cracking when bent around a ¾-inch diameter mandrel.
9-28.12(1) Application
The reflective sheeting shall be applied in the manner specified by the sheeting
manufacturer. The applied sign face shall not have bubbles, wrinkles, or foreign material
beneath the reflective sheeting.
9-28.12(2) Edge Treatment
All edges and splices of reflective sheeting signs shall be coated with an edge sealer
when recommended by the manufacturer of the reflectorized sheeting.
9-28.12(3) Splices and color Matching
Splicing of reflective sheeting shall not be permitted on signs or panels with
dimensions up to and including 48-inches in height or width unless the reflective
sheeting specified does not come in this width, then the widest width material shall be
used. When sheeting joints are required, they shall be lap-jointed with the top sheet
overlapping the bottom sheet by no less than 3⁄16-inch. The fabricator shall endeavor to
use the least number of seams possible with the horizontal lap preferable. Roller applied
or reverse screened sheeting may be butt-jointed with joint gap not to exceed 1⁄32-inch.
Color matching of adjacent sheets of reflective sheeting comprising a sign shall be
accomplished without a noticeable difference in color. No borders shall be spliced other
than the splice of the tangent border to the corner radius.
9-28.13 Demountable Prismatic Reflectorized Message and Borders
The letters, digits, and alphabet accessories shall consist of embossed 0.040-inch
thick sheet aluminum frames conforming to ASTM B 209 grade 3003-H14 in which
prismatic reflectors are installed to prevent their displacement in handling or service.
Letters in which reflectors are assembled by means of tape are unacceptable. The plastic
reflectors face shall be colorless and be entirely smooth to present a water repellent and
dirt resistant surface. The area indicating the letter shape that is not reflectorized shall be
white for maximum daytime contrast with the sign background. All letters shall be free
of any imperfections and shall present a high quality appearance. Demountable prismatic
border shall be comprised of a minimum length of 2-feet with allowance of one shorter
section between each corner radius.
Letters shall be fastened to the sign with aluminum screws or blind rivets
conforming to ASTM B 209 grade 2024-T4.
The coefficient of retroreflection of each reflex reflector intended for use in cutout
letters, symbols, and accessories shall be equal to or exceed the following minimum
values with measurements made with reflectors spinning.
Page 9-140 2010 Standard Specifications M 41-10
9-28 SIGNING MATERIAlS AND FABRIcATION
Observation Angle
(degrees)
Entrance Angle
(degrees)
Coefficient of Retroreflection
Candle Power/Square inch/
Foot Candle
0.1 0 14.0
0.1 20 5.6
Failure to meet the specific minimum values shall constitute failure of the reflector
being used. Upon failure of more than two of the 50 samples tested, a resample of
100 reflectors shall be tested. Failure of more than four of these samples shall be cause
for rejection of the lot.
9-28.14 Sign Support Structures
All sign support structures shall be constructed as shown in the Plans.
9-28.14(1) Timber Sign Posts
At the Contractor’s options, timber sign posts and mileposts shall be treated
Douglas Fir or treated Hem-Fir meeting the grades specified in Section 9-09.2. Douglas
Fir and Hem-Fir posts shall be given a treatment in accordance with Section 9-09.3(1).
Preservative and retention shall be as shown in Section 9-16.2 for sawn posts.
9-28.14(2) Steel Structures and Posts
Truss chords, struts, and diagonals, end posts, and end post struts and diagonals
for sign bridge structures and cantilever sign structures shall conform to either ASTM
A 36 or ASTM A 53 Grade B Type E or S. The nominal pipe diameter and the pipe wall
thickness shall be as shown in the Plans or Standard Plans. All other structural steel for
sign bridge structures and cantilever sign structures shall conform to either ASTM A 36
or ASTM A 992. Truss member connection hardware shall conform to Section 9-06.5(3).
Pipe members for bridge mounted sign brackets shall conform to ASTM A 53 Grade
B Type E or S, and shall be Schedule 40 unless otherwise specified. All other structural
steel for bridge mounted sign brackets shall conform to either ASTM A 36 or ASTM
A 992. U bolts, and associated nuts and washers, shall be stainless steel conforming to
Section 9-28.11, and shall be fabricated hot.
Anchor rods for sign bridge and cantilever sign structure foundations shall conform
to ASTM F 1554 Grade 105, including Supplemental Requirements S2, S3, and S5. Nuts
and washers for sign bridge and cantilever sign structure foundations shall conform to
AASHTO M 291 Grade DH and AASHTO M 293, respectively.
Steel sign structures and posts shall be galvanized after fabrication in accordance
with AASHTO M 111, unless noted otherwise in the Plans. All bolts, nuts, and washers
shall be galvanized after fabrication in accordance with AASHTO M 232. Unless
otherwise specified in the Plans or Special Provisions, metal surfaces shall not be painted.
Except as otherwise noted, steel used for sign structures and posts shall have a
controlled silicon content of either 0.00 to 0.04-percent or 0.15 to 0.25-percent. Steel
used for slip bases (SB-1, SB-2, SB-3) and heavy-duty anchors shall have a controlled
silicon maximum of 0.40-percent. If the Plans or Special Provisions specify painting
of the galvanized steel surfaces, then the controlled silicon content requirement does
not apply for those steel members. Mill test certificates verifying the silicon content of
the steel shall be submitted to both the galvanizer and the Engineer prior to beginning
galvanizing operations.
Minor fabricating and modifications necessary for galvanizing will be allowed if not
detrimental to the end product as determined by the Engineer. If such modifications are
contemplated, the Contractor shall submit to the Engineer, for approval, six copies of the
proposed modifications, prior to fabrication.
2010 Standard Specifications M 41-10 Page 9-141
SIGNING MATERIAlS AND FABRIcATION 9-28
9-28.14(3) Aluminum Structures
Welding of aluminum shall be in accordance with ANSI/AWS D1.2, latest edition,
Structural Welding Code.
Aluminum materials shall conform to ASTM B 209 grades as follows: the filler alloy
shall be 4043, 5365, or 5556 for welding base metals 6061 or 6063 to 6061, 6063, 356, or
A356. Filler alloy for welding base metal 5086 shall be 5356 or 5556.
9-28.15 Vacant
Page 9-142 2010 Standard Specifications M 41-10
9-29 IlluMINATION, SIGNAl, ElEcTRIcAl
9-29 IlluMINATION, SIGNAl, ElEcTRIcAl
9-29.1 conduit, Innerduct, and Outerduct
Conduit shall be free from defects, including out of round and foreign inclusions.
Conduit shall be uniform in color, density, and physical properties. The inside shall be
smooth and free from burrs, which could damage cable during installation. Conduit ends
shall be cut square to the inside diameter and supplied with thread protectors. All conduit,
conduit fittings, and associated hardware/appurtenances shall be listed by a Nationally
Recognized Testing Laboratory.
9-29.1(1) Rigid Metal conduit, Galvanized Steel Outerduct, and Fittings
Rigid metal conduit shall be straight and be rigid galvanized steel or stainless steel,
as required, and bear the mark of a Nationally Recognized Testing Laboratory. Exterior
and interior surfaces of the galvanized steel conduit, except threaded ends, shall be
uniformly and adequately zinc coated by a hot-dip galvanizing process. The average of
the zinc coating shall comply with Federal Specification WW-C-581d.
9-29.1(2) Rigid Metal conduit Fittings and Appurtenances
Couplings for rigid metal-type conduits may be either hot-dip or electroplated
galvanized.
Conduit bodies and fittings for rigid steel conduit systems shall be listed by a
Nationally Recognized Testing Laboratory listed for wet locations and shall be hot-dip
galvanized malleable iron or bronze. Conduit bodies shall have tapered threads and
include a bolt on cover with stainless steel screws and a neoprene gasket seal.
Grounding end bushings shall be bronze or galvanized malleable iron with copper,
tinned copper, stainless steel, or integral lug with stainless steel clamping screw,
mounting screw, and set screw.
Conduit clamps and straps shall be Type 304 or Type 316 stainless steel or hot-dip
galvanized. Two-hole-type straps shall span the entire width of the support channel and
attach to the supports on both sides of the conduit with bolts and associated hardware.
Two-piece conduit clamps shall interlock with the support channel with a single bolt.
Conduit supports for surface-mounted conduit shall be hot-dip galvanized or Type
304 or Type 316 stainless steel channel using Type 304 or Type 316 stainless steel bolts
and spring nuts.
9-29.1(2)A Expansion Fittings, Deflection Fittings, and Combination Expansion/
Deflection Fittings
Expansion fittings for rigid galvanized steel conduit shall be weather tight, with
hot-dip galvanized malleable or ductile iron end couplings and body and shall allow
for 4-inches of movement minimum (2-inches in each direction). Expansion fittings for
rigid galvanized steel conduit shall have an external tinned copper bonding jumper or an
internal tinned copper bonding jumper. The internal tinned copper bonding jumper shall
not reduce the conduit conductor capacity.
Deflection fittings for rigid galvanized steel conduit shall be weather tight, with
hot-dip galvanized ductile iron or bronze end couplings, with molded neoprene sleeve,
stainless steel bands, and internal tinned copper bonding jumper. Deflection fittings shall
provide for conduit movement of ¾-inch in all directions and angular movement of
30-degrees in any direction.
A combination of a deflection and an expansion fitting for rigid galvanized steel
conduit shall be assembled from a deflection fitting and an expansion fitting as defined
above.
2010 Standard Specifications M 41-10 Page 9-143
IlluMINATION, SIGNAl, ElEcTRIcAl 9-29
The bonding jumper used for expansion fittings and combination expansion
deflection fittings shall be a tinned copper braid attached to the conduit with a galvanized
“U” bolt-type connection designed for the application.
9-29.1(3) Flexible Metal conduit
Liquidtight flexible metal conduit shall consist of a single strip of continuous
flexible interlocked steel galvanized inside and out, forming a smooth internal wiring
channel with a liquid tight covering of sunlight-resistant flexible PVC conforming to
NEC Article 350.
9-29.1(3)A Flexible Metal conduit Appurtenances
Liquidtight connectors shall be the insulated throat type, conforming to NEC Article
350, and listed for wet locations.
9-29.1(4) Non-Metallic conduit
9-29.1(4)A Rigid PVc conduit
Rigid PVC conduit shall conform to NEMA TC 2, ASTM F 2136, and UL 651.
Fittings shall conform to NEMA TC-3, and be UL 514C and UL 651.
PVC solvent cement shall meet ASTM D 2564, including note 8 (label to show pipe
sizes for which the cement is recommended).
9-29.1(4)B hDPE conduit
HDPE conduit shall be listed by a Nationally Recognized Testing Laboratory.
Couplings for HDPE shall be mechanical and listed for use with HDPE.
Aluminum mechanical couplings are prohibited.
9-29.1(5) Innerduct and Outerduct
The innerduct system shall be factory-installed and shall be designed so that
expansion and contraction of the innerducts takes place in the coupling body to eliminate
compatibility problems. The conduit coupling body shall have a factory-assembled
gasket that is multistage and antireversing, sealing both the outerduct and innerducts. A
secondary midbody O-ring gasket shall be seated into the coupling body and shall hold
the coupling body firmly in the outerduct.
All fittings, adapters, and bends (sweeps) shall be provided and shall be
manufactured from the same materials and manufacturing process as the conduit, except
as specified otherwise. The conduit system shall be a complete system with the following
accessories:
Manhole Terminator Kits
Deflection Fittings
Offset Fittings
Expansion/Contraction Fittings
Repair Kits
Conduit and Innerduct Plugs
Pull string
Pull rope
Conduit spacers
Split Plugs
Page 9-144 2010 Standard Specifications M 41-10
9-29 IlluMINATION, SIGNAl, ElEcTRIcAl
9-29.1(5)A Rigid Galvanized Steel Outerduct with PVc or PE Innerduct
Each section of steel outerduct shall be supplied with one reversing spin coupling
that allows straight sections and fittings to be joined without spinning the conduit. The
reversing coupling shall be galvanized and have three setscrews or a lock nut ring to lock
the coupling in place. Setscrews or lock nut ring shall be galvanized or stainless steel
and ensure continuous electrical ground. The couplings shall be galvanized steel with the
same material properties as the conduit.
The conduit system shall be designed so that assembly of components can be
accomplished in the following steps:
1. Loosen setscrews or lock nut ring on coupling and spin back to allow for
insertion.
2. Spin coupling mating sections forward to bottom.
3. Tighten setscrews on lock nut ring.
9-29.1(5)B Rigid PVc Outerduct with PVc or PE Innerduct
Protective outerduct for Schedule 40 PVC and Schedule 80 PVC conduit outerduct
shall be 4-inch with a minimum 5-inch extended integral “bell end” and shall be gray in
color. The outerduct minimum wall thickness shall be 0.23-inch for Schedule 40 PVC and
0.32-inch for Schedule 80 PVC.
Conduit and fittings for PVC outerduct shall be manufactured with an ultraviolet
inhibitor.
The coupling body for PVC outerduct shall include a factory-assembled, multistage
gasket that is antireversing, sealing both the outer and innerducts. A secondary midbody
gasket shall be seated at the shoulder of the bell to ensure air and water integrity of the
system. The bell end and the coupling body assembly shall accept a minimum of 5-inches
of the spigot end.
The conduit system shall be designed so that straight sections and fittings will
assemble without the need for lubricants or cement.
PVC outerduct shall have a longitudinal print-line that denotes “Install This Side
Up” for proper innerduct alignment. PVC outerducts shall have a circumferential ring on
the spigot end of the duct to provide a reference point for ensuring the proper insertion
depth when connecting conduit ends. The line shall be a minimum of 5-inches from the
end of the conduit.
9-29.1(5)c Innerduct for Straight Sections of Galvanized Steel Outerduct or PVc
Outerduct
The innerducts shall have a minimum outside diameter of 1.25-inch and a minimum
inside diameter of 1.2-inch. Larger-diameter innerducts may be provided if the wall
thickness and diameter tolerances are met. The tolerance for inside and outside diameters
shall be 0.005-inch. The innerducts shall have a minimum wall thickness of 0.060-
inch. Innerduct shall be color coded and shall index a minimum of one innerduct with
a different color. Alternate color codes are permitted as long as the color codes are
contiguous between adjacent junction boxes. The innerducts shall be factory installed in
the outerduct.
Dynamic coefficient of friction of innerducts shall be tested in accordance with
Telcordia GR-356-CORE procedure. The coefficient of friction shall be less than 0.30
between medium-density polyethylene jacketed fiber optic cable and the prelubricated
innerduct. The coefficient of friction shall be less than 0.10 between the ¼-inch-diameter
polypropylene rope (suitable for fiber optic cable pulling) and the prelubricated innerduct.
Pull rope used for testing (meeting the 0.10 coefficient of friction requirement) shall be
the same type as the pull rope used for cable installation. The Contractor shall provide as
part of the conduit submittals a certificate of compliance with these coefficient of friction
requirements.
2010 Standard Specifications M 41-10 Page 9-145
IlluMINATION, SIGNAl, ElEcTRIcAl 9-29
The innerduct shall have a smooth, nonribbed interior surface, with a factory
prelubricated coating. The coating shall provide the required dynamic coefficient of
friction.
Innerduct shall be extruded polyvinyl chloride (PVC) or polyethylene (PE).
The coupling body for the innerduct shall be factory assembled in the bell end of the
outerduct and shall be manufactured from a high-impact engineered thermoplastic. The
coupling body face shall be supplied with lead-ins to facilitate assembly.
All outerduct shall be marked with data traceable to plant location.
9-29.1(5)D conduit with Innerducts Fittings and Appurtenances
Duct plugs shall be polypropylene and be equipped with a neoprene or polyurethane
gasket. Plugs shall be equipped with an attachment to secure the pull rope in the
innerduct. The plug shall withstand 5-psi.
9-29.1(5)D1 Bends for 4-inch PVc conduit with Innerducts or Galvanized Steel
conduit with Innerducts
All bend radii shall be 36-inches or greater. The conduit system shall provide
a complete line of fixed and flexible sweeps with system-compatible bell and spigot
or threaded ends. The bends shall contain high-temperature burn-through-resistant
innerducts manufactured from PVC, PE, or Nylon-66. The innerducts shall meet all other
requirements for innerduct in Sections 9-29.1(1) and 9-29.1(5)A.
9-29.1(5)D2 Prefabricated Fixed and Flexible Bends (for Innerducts)
The prefabricated standard fixed PVC bends shall have a radius between 4-feet and
9-feet and sweep angles of 11.25-degree, 22.5-degree, 45-degree, or 90-degree.
Flexible bends shall be prefabricated. These conduits may be field bent to a uniform
radius no less than 4-feet. The field bend shall be no greater than 90-degrees. Grounding
shall be continuous in flexible bends. Outerduct for flexible ends shall be manufactured
from reinforced PVC. Expansion and deflection fittings for rigid galvanized steel conduit
with innerduct shall be provided in accordance with 9-29.1(2)A.
9-29.1(6) Detectable underground Warning Tape
Detectable Underground Warning tape shall be Orange imprinted in black lettering
with the message “FIBER OPTIC CABLE BURIED BELOW” or equal. The warning
tape shall be polyethylene with a metallic backing. The polyethylene shall be a minimum
4-mils thick and 3-inches wide.
9-29.1(7) Steel casings
Steel casing material shall conform to ASTM A 252 Grade 2 or 3 or casing as
approved by the Engineer. The Contractor shall furnish pipe of adequate thickness to
withstand the forces exerted by the boring operation as well as those forces exerted by
the earth during installation and shall be a minimum of ⅜-inch thick. All joints shall be
welded by a welder qualified in accordance with AWS D1.1 structural welding code,
Section 3.
9-29.1(8) Drilling Fluid
Drilling fluid used for directional boring shall be an inert mixture of water and
bentonite clay, conforming to the drilling equipment manufacturer’s recommendations.
Page 9-146 2010 Standard Specifications M 41-10
9-29 IlluMINATION, SIGNAl, ElEcTRIcAl
9-29.2 Junction Boxes, cable Vaults and Pull Boxes
9-29.2(1) Standard Duty and heavy Duty Junction Boxes
For the purposes of this Specification concrete is defined as Portland Cement
Concrete and non-concrete is all others.
Standard Duty Junction Boxes are defined as Type 1, 2, and 8, and Heavy Duty
Junction Boxes are defined as Type 4, 5, and 6.
The Contractor shall provide shop drawings if their manufacturing process or
standard production model includes any deviation from the Standard Plan. For each type
of junction box, or whenever there is a design change to the junction box, a proof test, as
defined in this Specification, shall be performed once in the presence of the Engineer.
9-29.2(1)A Standard Duty Junction Boxes
All Standard Duty Junction Boxes shall have a minimum load rating of 22,500
pounds and be tested in accordance with 9-29.2(1)C. A complete Type 8 Junction Box
includes the spread footing shown in the Standard Plans.
concrete Junction Boxes
The Standard Duty Concrete Junction Box steel frame, lid support, and lid shall
be painted with a black paint containing rust inhibiters or painted with a shop applied,
inorganic zinc primer in accordance with Section 6-07.3, or hot dip galvanized in
accordance with ASTM A 111.
Concrete used in Standard Duty Junction Boxes shall have a minimum compressive
strength of 6000 psi when reinforced with a welded wire hoop, or 4000 psi when
reinforced with welded wire fabric or fiber reinforcement. The frame shall be anchored
to the box by welding the wire fabric to the frame or by welding headed studs
⅜ inch × 3 inches long, as specified in Section 9-06.15, to the frame. The wire fabric shall
be attached to the studs and frame with standard tie practices. The box shall contain ten
studs located near the centerline of the frame and box wall. The studs shall be placed one
anchor in each corner, one at the middle of each width and two equally spaced on each
length of the box.
Material for Type 1, 2, 7 and 8 Concrete Junction Boxes shall conform to the
following:
Concrete Section 6-02
Reinforcing Steel Section 9-07
Fiber Reinforcing ASTM C 1116, Type III
Lid ASTM A786 diamond plate steel
Frame ASTM A786 diamond plate steel or
ASTM A36 flat steel
Lid Support & Handle ASTM A36 steel
Anchors (studs) Section 9-06.15
Bolts, Nuts, Washers ASTM F 593 or A 193, Type 304 or 316
Non-concrete Junction Boxes
Material for the non-concrete junction boxes shall be of a quality that will provide
for a similar life expectancy as Portland Cement Concrete in a direct burial application.
Type 1, 2, 7, and 8 non-concrete junction boxes shall have a Design Load of
22,500 lbs. and shall be tested in accordance with 9-29.2(1)C. Non-concrete junction
boxes shall be gray in color and have an open bottom design with approximately the
same inside dimensions, and present a load to the bearing surface that is less than or equal
to the loading presented by the concrete junction boxes shown in the Standard Plans.
2010 Standard Specifications M 41-10 Page 9-147
IlluMINATION, SIGNAl, ElEcTRIcAl 9-29
Non-concrete junction box lids shall include a pull slot embedded 6″ × 6″ × ¼″ steel plate
and shall be secured with two ½ inch stainless steel hex-head bolts factory coated with
anti-seize compound and recessed into the cover. The tapped holes for the securing bolts
shall extend completely through the box to prevent accumulation of debris. Bolts shall
conform to ASTM F 593, stainless steel.
9-29.2(1)B heavy Duty Junction Boxes
Heavy Duty Junction Boxes shall be concrete and have a minimum vertical load
rating of 46,000 pounds without permanent deformation and 60,000 pounds without
failure when tested in accordance with 9-29.2(1)C.
The Heavy Duty Junction Box steel frame, lid support and lid shall be painted with
a shop applied, inorganic zinc primer in accordance with Section 6-07.3.
The concrete used in Heavy Duty Junction Boxes shall have a minimum
compressive strength of 4000 psi.
Material for Type 4, 5, and 6 Concrete Junction Boxes shall conform to the
following:
Concrete Section 6-02
Reinforcing Steel Section 9-07
Lid ASTM A786 diamond plate steel, rolled from plate
complying with ASTM A572, grade 50 or ASTM
A588 with min. CVN toughness of 20 ft-lb at
40 degrees F.
Frame and stiffener plates ASTM A572 grade 50 or
ASTM A588, both with min. CVN toughness of
20 ft-lb at 40 degrees F
Handle ASTM A36 steel
Anchors (studs) Section 9-06.15
Bolts, Nuts, Washers ASTM F 593 or A 193, type 304 or 316
The lid stiffener plates shall bear on the frame, and be milled so that there is full
even contact, around the perimeter, between the bearing seat and lid stiffener plates, after
fabrication of the frame and lid. The bearing seat and lid perimeter bar shall be free from
burrs, dirt and other foreign debris that would prevent solid seating. Bolts and nuts shall
be liberally coated with anti-seize compound. Bolts shall be installed snug tight. The
bearing seat and lid perimeter bar shall be machined to allow a minimum of 75% of the
bearing areas to be seated with a tolerance of 0.0 to 0.005 inches measured with a feeler
gage. The bearing area percentage will be measured for each side of the lid as it bears on
the frame.
9-29.2(1)c Testing Requirements
Junction boxes shall be tested by an independent materials testing facility, and a test
report issued documenting the results of the tests performed.
For concrete junction boxes the independent testing lab shall meet the requirements
of AASHTO R 18 for Qualified Tester and Verified Test Equipment. The test shall
be conducted in the presence of and signed off by the Engineer or a designated
representative. The Contractor shall give the Engineer 30 days notice prior to testing. One
copy of the test report shall be furnished to the Contracting Agency certifying that the box
and cover meet or exceed the loading requirements for a concrete junction box, and shall
include the following information:
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9-29 IlluMINATION, SIGNAl, ElEcTRIcAl
1. Product identification.
2. Date of testing.
3. Description of testing apparatus and procedure.
4. All load deflection and failure data.
5. Weight of box and cover tested.
6. Upon completion of the required test(s) the box shall be loaded to failure.
7. A brief description of type and location of failure.
For non-concrete junction boxes the testing facility shall be a Nationally Recognized
Testing Laboratory (witnessing is not required). One copy of the test report shall be
furnished to the Contracting Agency certifying that the box and cover meet or exceed the
loading requirements for a non-concrete junction box, and shall include the following
information:
1. Product identification.
2. Date of testing.
3. Description of testing apparatus and procedure.
4. All load deflection data.
5. Weight of box and cover tested.
Testing for Standard Duty concrete Junction Boxes
Standard Duty Concrete Junction Boxes shall be load tested to 22,500 pounds.
The test load shall be applied uniformly through a 10-inch × 10-inch × 1-inch steel
plate centered on the lid. The test load shall be applied and released ten times, and
the deflection at the test load and released state shall be recorded for each interval.
At each interval the junction box shall be inspected for lid deformation, failure of the
lid/frame welds, vertical and horizontal displacement of the lid/frame, cracks, and
concrete spalling.
Concrete junction boxes will be considered to have withstood the test if none of the
following conditions are exhibited:
1. Permanent deformation of the lid or any impairment to the function of the lid.
2. Vertical or horizontal displacement of the lid frame.
3. Cracks wider than 0.012 inches that extend 12 inches or more.
4. Fracture or cracks passing through the entire thickness of the concrete.
5. Spalling of the concrete.
Testing for the Standard Duty non-concrete Junction Boxes
Non-concrete Junction Boxes shall be tested as defined in the ANSI/SCTE 77-2007
Tier 22 test method with design load minimum of 22,500-lbs. In addition the Contractor
shall provide a Manufacture Certificate of Compliance for each non-concrete junction
box installed.
Testing for heavy Duty Junction Boxes
Heavy Duty Junction Boxes shall be load tested to 46,000 pounds. The test load
shall be applied vertically through a 10-inch × 20-inch × 1-inch steel plate centered on
the lid with an orientation both on the long axis and the short axis of the junction box.
The test load shall be applied and released ten times on each axis. The deflection at the
test load and released state shall be recorded for each interval. At each interval the test
box shall be inspected for lid deformation, failure of the lid or frame welds, vertical
and horizontal displacement of the lid frame, cracks, and concrete spalling. After the
twentieth loading interval the test shall be terminated with a 60,000 pound load being
applied vertically through the steel plate centered on the lid and with the long edge of
steel plate orientated parallel to the long axis of the box.
2010 Standard Specifications M 41-10 Page 9-149
IlluMINATION, SIGNAl, ElEcTRIcAl 9-29
Heavy Duty Junction Boxes will be considered to have withstood the 46,000 pounds
test if none of the following conditions are exhibited:
1. Permanent deformation of the lid or any impairment to the function of the lid.
2. Vertical or horizontal displacement of the lid frame.
3. Cracks wider than 0.012-inches that extend 12-inches or more.
4. Fracture or cracks passing through the entire thickness of the concrete.
5. Spalling of the concrete.
Heavy Duty Junction Boxes will be considered to have withstood the 60,000 pounds
test if all of the following conditions are exhibited:
1. The lid is operational.
2. The lid is securely fastened.
3. The welds have not failed.
4. Permanent dishing or deformation of the lid is ¼ inch or less.
5. No buckling or collapse of the box.
9-29.2(2) Standard Duty and heavy Duty cable Vaults and Pull Boxes
Standard Duty and Heavy Duty Cable Vaults and Pull Boxes shall be constructed as
a concrete box and as a concrete lid. The lid for the Heavy Duty and Standard Duty Cable
Vaults and Pull Boxes shall be interchangeable and both shall fit the same box as shown
in the Standard Plans.
The Contractor shall provide shop drawings for all components, including
concrete box, Cast Iron Ring, Ductile Iron Lid, Steel Rings, and Lid. In addition, the
shop drawings shall show placement of reinforcing steel, knock outs, and any other
appurtenances. For each type of box or whenever there is a design change to the Cable
Vault or Pull box, a proof test, as defined in this Specification, shall be performed once in
the presence of the Engineer.
9-29.2(2)A Standard Duty cable Vaults and Pull Boxes
Standard Duty Cable Vaults and Pull boxes shall be concrete and have a minimum
load rating of 22,500 pounds and be tested in accordance with 9-29.2(1)C for concrete
Standard Duty Junction Boxes.
Concrete for standard duty cable vaults and pull boxes shall have a minimum
compressive strength of 4000 psi. The frame shall be anchored to the vault/box by
welding the wire fabric to the frame or by welding headed studs ⅜ inch × 3 inches long,
as specified in Section 9-06.15, to the frame. The wire fabric shall be attached to the studs
and frame with standard tie practices. The vault/box shall contain ten studs located near
the centerline of the frame and wall. Studs shall be placed one anchor in each corner,
one at the middle of each width and two equally spaced on each length of the vault/
box. The steel frame, lid support, and lid shall be painted with a black paint containing
rust inhibiters or painted with a shop applied, inorganic zinc primer in accordance with
Section 6-07.3 or hot dip galvanized in accordance with ASTM A 111.
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9-29 IlluMINATION, SIGNAl, ElEcTRIcAl
Material for Standard Duty Cable Vaults and Pull Boxes shall conform to the
following:
Concrete Section 6-02
Reinforcing Steel Section 9-07
Lid ASTM A786 diamond plate steel
Frame ASTM A786 diamond plate steel or ASTM A36
flat steel
Lid Support & Handle ASTM A36 steel
Anchors (studs) Section 9-06.15
Bolts, Nuts, Washers ASTM F593 or A 193, type 304 or 316
9-29.2(2)B heavy Duty cable Vaults and Pull Boxes
Heavy Duty Cable Vaults and Pull Boxes shall be constructed of concrete having a
minimum compressive strength of 4000 psi, and have a minimum vertical load rating of
46,000 pounds without permanent deformation and 60,000 pounds without failure when
tested in accordance with Section 9-29.2(1)C for Heavy Duty Junction Boxes.
Material for Heavy Duty Cable Vaults and Pull boxes shall conform to the
following:
Concrete Section 6-02
Reinforcing Steel Section 9-07
Cover Section 9-05.15(1)
Ring Section 9-05.15(1)
Anchors (studs) Section 9-06.15
Bolts, Nuts, Washers ASTM F593 or A193, type 304 or 316
9-29.2(3) Structure Mounted Junction Box
Surface mounted junction boxes and junction boxes installed in cast in place
structures shall be stainless steel NEMA 4X.
Junction boxes installed in structures constructed by slip forming shall be stainless
steel NEMA 3R and shall be adjustable for depth, with depth adjustment bolts, which are
accessible from the front face of the junction box with the lid installed.
NEMA stainless steel junction boxes and cover screws shall conform to ASTM
A 304. Junction boxes installed on exterior of structures shall have an external hinge.
Junction boxes shall be labeled with the appropriate designation.
Polyethylene drain tubes for junction boxes mounted in structures shall be ⅜-inch
diameter with a wall thickness of 0.062-inches and shall be rated for a 110 psi working
pressure at 73°F.
The size of NEMA 4X junction boxes and NEMA 3R junction boxes shall be as
shown in the plans.
9-29.2(4) cover Markings
Junction boxes, cable vaults, and pull boxes with metallic lids shall be marked with
the appropriate legend in accordance with the bead weld details in the Standard Plans.
Non-metallic lids shall be embossed with the appropriate legend and a non-skid surface.
Legends for metallic lids and non-metallic lids shall be 1-inch nominal height.
Junction boxes, cable vaults and pull boxes shall be marked or embossed for use in
accordance with the plans and following schedule:
2010 Standard Specifications M 41-10 Page 9-151
IlluMINATION, SIGNAl, ElEcTRIcAl 9-29
System Type Legend
Traffic Signal Interconnect (6pr)COMM
Fiber Optic Trunk Lines ITS
HUB to TC (25pr)ITS
Fiber Optic Laterals to CC ITS
TC to DS (6pr)ITS
TC to HAR (6pr) SC&DI ITS
TC to CC (6pr)ITS
TC to VMS (6pr)ITS
TC to WSTA (6pr)ITS
All other lateral 6pr (i.e. neon control, etc)TS
CC to camera (coax, control cables, old style)ITS
CC to camera (fiber, new style)ITS
HAR to antenna (coax)ITS
VMS to sign (control cables)ITS
WSTA to temp sensor, weather station ITS
DS to loops (2cs)ITS
DS to ramp meter (5c)ITS
Flashing Beacons ITS
Neon Power ITS
Transformers to Cabinets ITS
Service to Transformers LT
All power for lighting LT
Signal Controller to Displays TS
Signal Controller to Loops TS
Signal Controller to emergency preempt TS
Telephone Service Drop TEL
Telephones at Flyer Stops, Park & Rides, Etc.TEL
9-29.3 Fiber Optic cable, Electrical conductors, and cable
9-29.3(1) Fiber Optic cable
Each fiber optic cable shall be suitable for placement in an underground duct.
All fibers in the cable shall be usable fibers and shall be sufficiently free of
surface imperfections and inclusions to meet or exceed the optical, mechanical, and
environmental requirements contained in this Specification.
Cables shall be all dielectric cable (with no armoring) and shall be jacketed
(sheathed) with medium density polyethylene. The minimum nominal jacket thickness
shall be 71 mils. Jacketing material shall be applied directly over the tensile strength
members. The polyethylene shall contain carbon black to provide ultra-violet light
protection, and it shall not promote the growth of fungus.
The jacket or sheath shall be free of any holes, splits, or blisters.
The cable shall contain at least one ripcord under the sheath for easy sheath removal.
The shipping, storage, and operating temperature range of the cable shall be -40
degree F to +160 degree F. The installation temperature range of the cable shall be -20
degree F to +160 degree F.
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9-29 IlluMINATION, SIGNAl, ElEcTRIcAl
The fiber optic cable shall withstand a maximum pulling tension of 600 pounds
(lbs.) during installation (short term) with no damage and 135 pounds (long term).
Each optical fiber shall consist of a doped silica core surrounded by a concentric
silica cladding.
Void areas around the individual buffer tubes shall be protected with a moisture
resistant compound as a block against moisture migration.
All cables shall be free of material or manufacturing defects and dimensional non-
uniformity that would:
1. Interfere with the cable installation using accepted cable installation practices.
2. Degrade the transmission performance and environmental resistance after
installation.
3. Inhibit proper connection to interfacing elements.
4. Otherwise yield an inferior product.
The outer jacket material shall be a medium density polyethylene (MDPE)
conforming to ASTM D 1248, Type II, Class C, Category 4 or 5, Grade J4. The light
absorption coefficient, when measured in accordance with ASTM D 3349, shall be a
minimum of 400 at a wavelength of 375 nanometers.
The outer jacket material used in construction of this cable shall be fungus inert as
described in ASTM G 21.
Fibers shall contain no factory splices.
The fiber optic cables shall be shipped on wooden reels in lengths as specified in the
purchase order with a maximum overage of 10%. The diameter of the drum shall be at
least 20 times the diameter of the cable.
9-29.3(1)A Singlemode Fiber Optic cable
Singlemode fibers utilized in the cables specified herein shall be fabricated from
100 kpsi proof stress glass and primarily composed of silica, which shall provide a
matched clad index of refraction (n) profile and the following physical and performance
characteristics:
1. Maximum Attenuation: 0.4/0.3 dB/km at 1310/1550 nanometers, respectively;
2. Typical Core Diameter: 8.3 microns;
3. Cladding Diameter: 125 micron;
4. Core-to-Cladding Offset (Defined as the distance between the core center and
the cladding center: < 0.8 microns;
5. Cladding Non-Circularity (Defined as {[1-(minimum cladding diameter -
maximum cladding diameter)] X 100.}: < 2.0%;
6. Coating Diameter of 250 microns ± 15 microns with a minimum coating
thickness at any point of not less than 50 microns;
7. The coating shall be a dual-layered, UV-cured acrylate applied by the fiber
manufacturer; and,
8. The coating shall be mechanically or chemically strippable without damaging
the fiber.
2010 Standard Specifications M 41-10 Page 9-153
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9-29.3(2) Electrical conductors and cable
9-29.3(2)A Single conductor
9-29.3(2)A1 Single conductor current carrying
All current carrying single conductors shall be stranded copper conforming to
ASTM B3 and B8. Insulation shall be chemically XLP (cross-linked polyethylene) or
EPR (Ethylene Propylene Rubber) Type USE rated for 600-volt.
9-29.3(2)A2 Grounding Electrode conductor
Grounding electrode conductor shall be bare or insulated stranded copper. The
insulation shall be green or green with a yellow tracer.
9-29.3(2)A3 Equipment Grounding and Bonding conductors
Equipment grounding and bonding jumper conductors shall be bare or green
insulated, stranded copper with cross-linked polyethylene insulation rated USE and
600-volts, with the exception that the equipment grounding and bonding jumper
conductors installed between junction box, pull box, or cable vault frame and lids shall
be tinned, braided copper.
9-29.3(2)A4 location Wire
Location wire shall be a single stranded copper size AWG 14 insulated conductor.
The insulation shall be Type USE Orange in color.
9-29.3(2)B Multi-conductor cable
Two-conductor through 10-conductor unshielded signal control cable shall conform
to International Municipal Signal Association (IMSA) signal cable Specification 20-1.
9-29.3(2)c Aluminum cable Steel Reinforced
Triplex or Quadraplex Type ACSR neutral self-supporting aerial conductors of the
appropriate size for aluminum conductors shall be used where required in the Contract.
The neutral conductor shall be the same size as the insulated conductor. All conductors
shall be stranded.
9-29.3(2)D Pole and Bracket
Pole and bracket cable shall be a two-conductor cable rated for 600-volts. The
individual conductors shall be one red and one black 19-strand No. 10 AWG copper,
assembled parallel. The conductor insulation shall be 45-mil polyvinyl chloride or
a 600-volt-rated cross-linked polyethylene. The Jacketing shall be polyethylene or
polyvinyl chloride not less than 45-mils thick. If luminaires with remote ballasts are
specified in the Contract, this same cable shall be used between luminaire and ballast
for both timber and ornamental pole construction. If the luminaire requires fixture
wire temperatures greater than 75°C, the outer jacket shall be stripped for that portion
of the cable inside the luminaire. The single conductors shall then be sheathed with
braided fiberglass sleeving of the temperature rating recommended by the luminaire
manufacturer.
9-29.3(2)E Two-conductor Shielded
Two conductor shielded (2CS) cable shall have 14 AWG (minimum) conductors and
shall conform to IMSA Specification No. 50-2.
9-29.3(2)F Detector loop Wire
Detector loop wire may be 12 or 14 AWG stranded copper wire, IMSA 51-3.
Page 9-154 2010 Standard Specifications M 41-10
9-29 IlluMINATION, SIGNAl, ElEcTRIcAl
9-29.3(2)G Four-conductor Shielded cable
Four-conductor shielded cable (4CS) shall consist of a cable with four 18 AWG
conductors with polypropylene insulation, an aluminized polyester shield, water-blocking
material in the cable interstices, and a 26-mil minimum outer jacket of polyethylene.
The four-conductor assembly shall be twisted six turns per foot. Each conductor shall
have a different insulation color. Overall cable diameter shall be 0.25-inch maximum.
Capacitance between adjacent pairs shall be 18 pf per foot and 15 pf per foot between
diagonal pairs. The capacitances shall not vary more than 10-percent after a 10-day
immersion test with ends exposed in a saturated brine solution.
9-29.3(2)h Three-conductor Shielded cable
Three-conductor shielded cable (3CS) for the detector circuit for optical fire
preemption receivers shall consist of three 20 AWG conductors with aluminized
mylar shield and one No. 20 drain wire, all enclosed with an outer jacket. All wires
shall be 7 × 28 stranded tinned copper material. Conductor insulation shall be rated 75°C,
600-volt. The drain wire shall be uninsulated. Conductor color coding shall be yellow,
blue, and orange. DC resistance of any conductor or drain wire shall not exceed 11 ohms
per 1,000-feet. Capacitance from one conductor to the other two conductors and shield
shall not exceed 48 pf per foot. The jacket shall be rated 80°C, 600-volt, with a minimum
average wall thickness of 0.045-inch. The finished outside diameter of the cable shall
be 0.3-inch maximum.
9-29.3(2)I Twisted Pair communications cable
Twisted Pair Communications Cable shall meet RUS Specification 1755.390 and
shall be AWG22 conductor. The cable shall have a petroleum compound completely
filling the inside of the cable and rated for OSP (Outside Plant) applications.
9-29.4 Messenger cable, Fittings
9-29.5 Vacant
9-29.6 light and Signal Standards
Light standards (including light standards with Type 1 or Type 2 luminaire arms)
and signal standards (including Types I, II, III, IV, V, PPB, PS, RM, FB, and CCTV)
shall be in accordance with the details shown in the Plans, as specified in the Special
Provisions and as outlined herein, provided that only one luminaire arm type shall be
used throughout the project.
Fabrication of light and signal standards shall conform to the applicable
requirements of Section 6-03.3(14).
Light standard, signal standards, slip base hardware and foundation hardware shall
be hot-dipped galvanized in accordance with AASHTO M 111 and AASHTO M 232.
Materials for steel light and signal standards, and associated anchorage and fastening
hardware, shall conform to Sections 9-29.6(1), 9-29.6(2), and 9-29.6(5) unless otherwise
specified in one of the following documents:
1. The steel light and signal standard fabricator’s preapproved plan as approved
by the Washington State Department of Transportation and as identified in the
Special Provisions.
2. The steel light and signal standard fabricator’s shop drawing submittal,
including supporting design calculations, as submitted in accordance with
Sections 6-01.9 and 8-20.2(1) and the Special Provisions, and as approved by
the Engineer.
2010 Standard Specifications M 41-10 Page 9-155
IlluMINATION, SIGNAl, ElEcTRIcAl 9-29
9-29.6(1) Steel light and Signal Standards
Steel plates and shapes for light and signal standards shall conform to ASTM A 36,
except that structural shapes may conform to ASTM A 992. Shafts for light and signal
standards, except Type PPB signal standards, shall conform to ASTM A 572 Grade 50.
Shafts and caps for Type PPB signal standards, slipfitters for type PS I, FB, and RM
signal standards, and all pipes shall conform to ASTM A 53 Grade B. Base plates for
light standards shall conform to ASTM A 572, Grade 50, except as otherwise noted in
the Standard Plans for fixed base light standards. Base plates for signal standards shall
conform to ASTM A 36. Connecting bolts shall conform to AASHTO M 164. Fasteners
for handhole covers, bands on lighting brackets, and connector attachment brackets shall
conform to ASTM F 593.
Light and signal standards shall be hot-dipped galvanized in accordance with
AASHTO M 111 and AASHTO M 232.
Steel used for light and signal standards shall have a controlled silicon content of
either 0.00 to 0.04 percent or 0.15 to 0.25 percent. Mill test certificates verifying the
silicon content of the steel shall be submitted to both the galvanizer and the Engineer
prior to beginning galvanizing operations.
9-29.6(1)A Vacant
9-29.6(2) Slip Base hardware
Slip plates and anchor plates for light standards and for Type FB and RM signal
standards shall conform to the requirements of ASTM A 572 Grade 50. The keeper plate
shall be 28 gage, conforming to ASTM A 653 coating designation G 90. Clamping bolts
for slip base assemblies and slip base adapters shall conform to AASHTO M 164. Studs
and bolts for slip base adapters shall conform to AASHTO M 164. Nuts shall conform to
AASHTO M 291 Grade DH. Hardened washers shall conform to AASHTO M 293. Plate
washers shall conform to ASTM A 36, and also shall conform to the flatness tolerances
specified in AASHTO M 293 for circular washers.
Galvanized bolts shall meet Standard Specification 9-06.5(4).
9-29.6(3) Timber light Standards, Timber Strain Poles, Timber Service Supports
All timber poles used in illumination or traffic signal systems shall be Douglas
fir, machine shaved, roof sawed, conforming to the latest ANSI Specifications and
Dimensions for Wood Poles.
All timber poles shall be gained according to industry standards. A dated nail
or metallic date plate shall be set in the gain evidencing the year of treatment of the
timber pole.
All poles shall be treated with pentachlorophenol in accordance with Section
9-09.3(1).
Tops shall be sawed before treatment. Where holes are bored in poles to
accommodate hanging bolts for brackets, transformers, guy assemblies, or other
accessories, such holes shall be painted with a solution of the above preservative.
9-29.6(4) Welding
Welding of steel structures shall be in accordance with AWS D1.1/D1.1M, latest
edition, Structural Welding Code, and Section 6-03.3(25).
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9-29 IlluMINATION, SIGNAl, ElEcTRIcAl
9-29.6(5) Foundation hardware
Anchor bolts for Type PPB, PS, I, FB, and RM signal standards shall conform to
the requirements of ASTM A 307. Nuts shall meet the requirements of AASHTO M 291.
Washers shall meet the requirements of ASTM F 844.
Anchor bolts, and associated nuts and washers, for Type CCTV, II, III, IV, and V
signal standards and luminaire poles shall conform to Section 9-06.5(4). Anchor rods
conforming to ASTM A 449 may be substituted, provided that the galvanized ASTM
A 449 anchor rods having an ultimate tensile strength above 145 ksi shall be tested for
embrittlement in accordance with either ASTM A 143 (if the rod length is equal to or
greater than five times the bolt diameter) or ASTM F 606 Section 7 (if the rod length is
less than five times the nominal bolt diameter).
All foundation hardware shall be 100% hot-dipped galvanized in accordance with
AASHTO M 111 and AASHTO M 232.
9-29.7 luminaire Fusing and Electrical connections at light Standard Bases,
cantilever Bases and Sign Bridge Bases
Unfused quick-disconnect connectors shall conform to the following requirements:
1. A copper pin and a copper receptacle both of at least 90 percent conductivity
shall be crimped or a stainless steel allen head screw and lug connection to the
cable. If the allen head screw is used, the allen head screw shall be torqued to
the manufactures recommendations. All crimped connections shall use a copper
connector installed with a positive action (ratchet) tool. The receptacle shall
establish contact pressure with the pin through the use of a copper beryllium
sleeve spring and shall be equipped with a disposable mounting pin. The pin
shall be of at least half-hard material and the crimping portion shall be fully
annealed while the rest of the pin is maintained in its original state of hardness.
The receptacle shall be fully annealed. Both the copper pin and receptacle shall
have a centrally located recessed locking area adapted to be complementarily
filled and retained by the rubber housing.
2. A plug and a receptacle housing shall be made of water resistant synthetic
rubber which is capable of burial in the ground or installation in sunlight. Each
housing shall provide a section to form a water-seal around the cable, have an
interior arrangement to suitably and complementarily receive and retain the
copper pin or receptacle, and a section to provide a water-seal between the two
housings at the point of disconnection.
Fused quick-disconnect kits shall provide waterproof in-line fuse protection. The kit
shall provide three cutoff sections on both lines and load side to accommodate various
wire sizes. All connections shall be as described in item “1” above. Upon disconnect, the
fuse shall remain in the load side of the kit.
Fuses furnished for all lighting circuits shall be capable of handling the operating
voltage of the circuit involved and shall have the following characteristics:
1. Fuses shall be capable of indefinitely supporting 110 percent of the rated load.
2. Fuses shall be capable of supporting 135 percent of the rated load for
approximately 1 hour.
3. A load of 200 percent of rated load shall effectively cause instantaneous
blowing of the fuse.
4. Fuses shall be rated as listed below and shall be sized to fit the fuse containers
furnished on this project, according to the manufacturer’s recommendations
therefore.
5. Fuses shall be UL Listed.
2010 Standard Specifications M 41-10 Page 9-157
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Luminaire Service Voltage
Size 480V 240V 120V
1,000W 10A 15A 30A
750W 5A 10A 20A
700W 5A 10A 20A
400W 5A 10A 15A
310W 5A 5A 10A
250W 5A 5A 10A
200W 4A 5A 10A
175W 4A 5A 10A
150W 3A 4A 5A
100W 2A 3A 4A
70W 2A 2A 2A
50W 2A 2A 2A
9-29.8 Vacant
9-29.9 Ballast, Transformers
Each ballast shall have a name plate attached permanently to the case listing all
electrical data.
Certificates of compliance, to manufactures Specifications and these Specifications,
shall be submitted by the manufacturer with each type of luminaire ballast.
Ballasts shall be designed for continuous operation at ambient air temperatures from
20 degree F without reduction in ballast life. Ballasts shall have a design life of not less
than 100,000 hours. Ballasts shall be designed to operate for at least 180 cycles of 12
hours on and 12 hours off, with the lamp circuit in an open or short-circuited condition
and without measurable reduction in the operating requirements. All ballasts shall be high
power factor (90%).
Ballasts shall be tested in accordance with the requirements of current ANSI C 82.6,
Methods of Measurement of High-Intensity-Discharge Lamp Ballasts. Starting aids for
ballasts of a given lamp wattage shall be interchangeable between ballasts of the same
wattage and manufacturer without adjustment.
Ballast assemblies shall consist of separate components, each of which shall be
capable of being easily replaced. A starting aid will be considered as a single component.
Each component shall be provided with screw terminals, NEMA tab connectors or
a single multi-circuit connector. All conductor terminals shall be identified as to the
component terminal to which they connect.
Heat-generating components shall be mounted to use the portion of the luminaire
upon which they are mounted as a heat sink. Capacitors shall be located as far as
practicable from heat-generating components or shall be thermally shielded to limit the
fixture temperature to 160 degree F.
Ballasts for high-pressure sodium lamps shall have a ballast characteristic curve
which will intersect both of the lamp-voltage limit lines between the wattage limit lines
and remain between the wattage limit lines throughout the full range of lamp voltage.
This requirement shall be met not only at the rated input voltage of the ballast, but
also the lowest and highest input voltage for which the ballast is rated. Throughout the
lifetime of the lamp, the ballast curve shall fall within the specified limits of lamp voltage
and wattage.
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9-29 IlluMINATION, SIGNAl, ElEcTRIcAl
All luminaires ballasts shall be located within the luminaire housing. The only
exception shall be ballasts to be mounted on lowering assemblies and shall be external to,
and attached to the fixture assembly.
No capacitor, transformer, or other device shall employ the class of compounds
identified as polychlorinated biphenyls (PCB) as dielectric, coolants, or for any other
purpose.
Ballast Characteristics for High Pressure Sodium (HPS) and Metal Halide (MH)
Sources shall be:
Source Line Volt.
Lamp
Wattage Ballast Type
Input
Voltage
Variation
Lamp
Wattage
Variation
HPS any 70 400 Mag. Reg. Lag 10% 18%
HPS any 750 1000 Auto Reg. Lead CWA 10% 30%
MH any 175 400 Mag. Reg. Lag 10% 18%
MH any 1000 Auto Reg. Lead CWA 10% 30%
Transformers and inductors shall be resin-impregnated for protection against
moisture. Capacitors, except those in starting aids, shall be metal cased and hermetically
sealed.
The transformers to be furnished shall be indoor/outdoor dry type transformers
rated as shown in the Plans. The transformer coils, buss bar, and all connections shall be
copper. Transformers, 7.5 KVA and larger shall be supplied with two full capacity taps,
one at 5% and one at 10% below the normal full capacity.
9-29.10 luminaires
If not listed on the Qualified Products List (QPL) a Certificate of Compliance shall
be submitted by the manufacturer with each type of luminaire. The certificate shall state
that the lot of luminaires meets this Specification:
A. All luminaires shall be of the IES distribution type and wattage indicated in the
Contract. Luminaires shall be installed with HPS lamps rated at 24,000 hours,
unless otherwise specified in the Contract or this Specification.
B. Conventional highway luminaires shall provide a full cut-off distribution and
a high pressure sodium light source.
C. Horizontal luminaires shall attach to 2-inch pipe tenons on mast arms. Vertical
mounted luminaires shall be appropriately sized for their respective pole
top tenons.
D. All luminaires shall have their component secured to the luminaire frame with
AISI, 300 series chrome-nickel grade stainless steel, zinc dichromate coated
steel or ceramic coated steel hardware for corrosion resistant and chemical
bonding resistant attachment to the cast aluminum housing or doors. The
luminaire slip-fitter bolts shall be either stainless steel, hot-dip galvanized
steel, zinc dichromate coated steel, or ceramic coated steel. All internal
luminaire assemblies shall be assembled on or fabricated from either stainless
steel or galvanized steel. The housing, complete with integral ballast, shall be
weathertight. The ballast and lamp housing shall be on the same level.
E. All luminaires shall be mounted level, both transverse and longitudinally, as
measured across points specified by the manufacturer. Leveling and orientation
shall be accomplished after pole plumbing. Highway and decorative luminaires
shall have slip-fitters capable of adjusting through a 5-degree axis for the
required leveling procedure.
2010 Standard Specifications M 41-10 Page 9-159
IlluMINATION, SIGNAl, ElEcTRIcAl 9-29
F. Refractors shall be formed from heat resistant, high impact, molded borosilicate
glass. Flat lens shall be formed from heat resistant, high impact borosilicate or
tempered glass.
G. High pressure sodium cobra head luminaires shall be capable of accepting
a 150, 200, 250, 310, or 400 watt lamp complete with ballast. Metal halide
fixtures shall be capable of accepting a 175, 250 or 400 watt lamp complete
with ballast. Mercury vapor fixtures shall be capable of accepting a 175, 250,
400 watt lamp complete with ballast. Metal halide fixture shall accept a 175
watt mercury vapor lamp complete with ballast. Each luminaire shall consist
of a housing, a reflector, lens, a lamp socket, an integral ballast, a terminal strip
and lamp.
H. Housings shall be fabricated from aluminum. Painted housings shall be painted
flat gray, Federal Standard 595 color No. 26280. Housings that are painted shall
withstand a 1,000-hour salt spray test as specified in ASTM B 117.
All luminaires to be mounted on horizontal mast arms, shall be capable of
withstanding cyclic loading in:
1. A vertical plane at a minimum peak acceleration level of 3.0 g’s peak-to-peak
sinusoidal loading (same as 1.5 g’s peak) with the internal ballast removed, for
a minimum of 2 million cycles without failure of any luminaire parts, and
2. A horizontal plane perpendicular to the direction of the mast arm at a minimum
peak acceleration level of 1.5 g’s peak to peak sinusoidal loading (same as 0.75
g’s peak) with the internal ballast installed, for a minimum of 2 million cycles
without failure of any luminaire parts.
The temperature rating of all wiring internal to the luminaire housing, excluding the
pole and bracket cable, shall equal or exceed 200 degree F.
All luminaires shall be provided with markers for positive identification of light
source type and wattage. Markers shall be 3-inches square with Gothic bold, black 2-inch
legend on colored background. Background color shall be gold for sodium, blue for
mercury, and red for metal halide light sources. Legends shall be sealed with transparent
film resistant to dust, weather, and ultraviolet exposure.
Legends shall correspond to the following code:
Lamp Wattage Legend
70 7
100 10
150 15
175 17
200 20
250 25
310 31
400 40
700 70
750 75
1,000 XI
9-29.10(1) cobra head luminaires
Conventional highway luminaires shall be IES Type III cut off type distribution
cobra head configuration with horizontal lamp. The ballast shall be mounted on a separate
exterior door, which shall be hinged to the luminaire and secured, in the closed position
to the luminaire housing by means of an automatic type of latch (a combination hex/slot
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stainless steel screw fastener may supplement the automatic type latch). The reflector of
all luminaires shall be of a snap-in design or be secured with screws. The reflector shall
be manufactured of polished aluminum or molded from prismatically formed borosilicate
glass. The refractor or lens shall be mounted in a doorframe assembly which shall be
hinged to the luminaire and secured in the closed position to the luminaire by means
of automatic latch. The refractor or lens and doorframe assembly, when closed, shall
exert pressure against a gasket seat. The refractor lens shall not allow any light output
above 90 degrees nadir. Gaskets shall be composed of material capable of withstanding
temperatures involved and shall be securely held in place.
Each housing shall be provided with a slipfitter capable of mounting on a 2-inch
pipe tenon. Vertical mounted luminaires shall be appropriately sized for their respective
pole top tenon and capable of being adjusted within 5 degrees from the axis of the tenon.
The clamping bracket(s) and the cap screws of the slipfitter shall not bottom out on the
housing bosses when adjusted within the ±5 degree range.
No part of the slipfitter mounting brackets on the luminaires shall develop a
permanent set in excess of 0.2-inch when the cap screws used for mounting are tightened
to a torque of 32 pounds feet.
9-29.10(2) Decorative luminaires
Decorative fixture shall provide for a 150 - 400 watt HPS lamp fully enclosed fixture
with mogul lamp socket, adjustable where required to alternate cutoff distributions.
The fixture shall be a one piece, box shaped, raintight, dustight and corrosion
resistant, integral unit. The unit shall consist of an accessible ballast compartment and a
sealed housing which permits filtered pressure equalization.
The ballast housing shall be fabricated of close tolerance extruded aluminum with
heat resistant vinyl finish. The housing shall be adequately constructed to contain ballasts
for 150 - 400 watt alternate high intensity discharge sources.
Each housing shall consist of an integral Alzak reflector, containing a mogul
based high intensity discharge lamp, a rigid box type lamp holder assembly, a reflector
assembly with a lamp vibration damper, and a one piece heat and shock resistant, clear
tempered lens mounted in a gasketed, hinged, and baffled extruded aluminum frame. The
housing shall have vinyl heat resistant finish. One fourth inch stainless steel, series 300
fasteners shall secure the lens frame to the housing.
The auxiliary equipment compartment for ballast terminals shall be separated from
the lamp compartment by a metal heat barrier. The chassis shall be designed to provide
effective heat sinking from the ballast cores. Capacitors shall be mounted at least 5-inches
from the core and coil components.
Fixtures shall be finished alternately with paint or epoxy primer and either acrylic
enamel; vinyl clad aluminum or powdered polyester baked on paint. Aluminum
compatible epoxy primer shall be applied. The finish coat shall be dark bronze in color
matching Federal Standard 595 or as shown in the Contract.
Without chipping or flaking, the finish shall withstand 5 foot pounds direct or
indirect impact from a falling cylindrical steel rod ⅞-inch diameter, a hemispheric nose
and shall be salt spray resistant after 300 hours exposure in accordance with ASTM B 117
shall not cause blistering, peeling, corrosion or loss of adhesion.
Decorative fixtures shall be mounted using a reinforced mounting arm, milled to
provide a smooth fit between fixture and arm. A slipfitter assembly shall be provided for
leveling purposes, between fixture and tenon. Two 7⁄16-inch or larger stainless steel bolts,
series 300, shall be used to mount the fixture to the tenon. An approved gasket shall be
utilized to seal against weather. A smooth wireway shall be provided.
All decorative fixtures shall be of the same manufacturer and external appearance.
2010 Standard Specifications M 41-10 Page 9-161
IlluMINATION, SIGNAl, ElEcTRIcAl 9-29
9-29.10(3) high Mast luminaires and Post Top luminaires
High mast and post top luminaires shall comply with the requirements of the
Contract and Section 9-29.9 except the unit lamp shall utilize a vertically positioned
lamp. High mast luminaires shall be 400 watt HPS full 90 degree nadir cut off, capable of
types 2, 3, 5 distribution or as shown in the Contract. When installed at heights between
50 and 70-feet the bottom of the fixture shall be closed, at heights from 70 to 85-feet the
bottom shall be open. High Mast luminaires poles with mounting heights greater than
50-feet shall have approved fixture lowering device installed and a remote control unit,
to operate the lowering device. The remote control unit shall be capable of operating the
lowering device while permitting the operator to stand clear of the lights being lowered.
Post top luminaires shall have the ballast located directly below the vertical installed
HPS lamp. All post top luminaires shall be capable of accepting 70, 100, 200, 250, 400
watt HPS lamps complete with ballast assembly.
Housings shall be fabricated from aluminum. All housings shall be painted flat gray,
Federal Standard 595 color chip No. 26280. All housings shall withstand a 1,000-hour
salt spray test as specified in ASTM B 117.
9-29.10(4) underdeck and Wall Mount luminaires
Underdeck luminaires shall be weatherproof and corrosion resistant. Light
distribution shall be as shown on the Contract. Each flush-mounted underdeck luminaire
shall consist of a metal body, a prismatic refractor mounted in a doorframe, a prismatic
glass or specular anodized aluminum reflector, a ballast, and a ceramic lamp socket and
be supplied complete with all fasteners. The body shall have provisions for anchoring to
concrete. The refractor shall be glass and shall be clearly identified as to “street side.”
The doorframe assembly shall be hinged, gasketed and secured to the body.
Each wall-mounted luminaire shall consist of a metal body, a prismatic refractor
mounted in a doorframe, an aluminum reflector with a specular anodized finish, an
integral ballast and a ceramic lamp socket and supplied with all fasteners. The refractor
shall be glass. A gasket shall be provided between the refractor and the body of
the fixture.
All lamp sockets shall be positioned to locate the light center of the lamp within
½-inch of the light center location for which the luminaire is designed.
Ballasts for underdeck and wall luminaires shall conform to the provisions in
Section 9-29.9. Ballasts for underdeck and wall mount luminaires shall be installed in the
luminaire housing.
9-29.10(5) Sign lighting luminaires
Sign lighting luminaires shall be either Mercury Vapor or Induction.
9-29.10(5)A Sign lighting luminaires – Mercury Vapor
Sign lighting luminaires shall have a cast aluminum housing and door assembly with
a polyester paint finish.
The housing shall encase a reflector, lamp socket, and ballast. It shall have a front
entry (the side facing the sign) suitable for ½-inch conduit and mounting holes for
attaching to a fixture mounting plate. Any additional entries shall have suitable plugs.
The sign lighting luminaire shall be supported by a lighting bracket assembly as detailed
in the plans. If the sign structure includes a maintenance walkway, the luminaire fixture
mounting plate shall be bolted to the walkway grating. Condensation drain holes shall be
provided as recommended by the manufacturer.
The door shall be hinged to the housing on the side of the fixture away from the sign
panel and shall be provided with two captive devices. The door shall be provided with the
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9-29 IlluMINATION, SIGNAl, ElEcTRIcAl
means to allow the door to be locked in the open position 70 degree to 90 degree from
the plane of the door opening. The juncture of the door and housing shall be gasketed to
provide a rain tight and dust tight joint.
Refractors shall be manufactured from heat resistant borosilicate glass. The refractor
shall be shielded so that no light source is visible from the sign viewing approach. The
shield shall be an integral part of the door assembly. When called for in the plans, fixtures
shall be provided with a wire guard to prevent damage to the refractor.
The light source shall be a 175 watt deluxe phosphor coated mercury vapor lamp.
The lamp socket shall be porcelain enclosed mogul type containing integral lamp grips to
ensure electrical contact under conditions of normal vibration. The center contact shall be
spring loaded. The shell and center contact shall be rated for 1500 watts, 600 volts.
An isolation switch shall be installed in a NEMA 3R stainless steel terminal cabinet
per Standard Specification Section 9-29.25. The terminal cabinet shall be installed in
accordance to the Standard Plans. The switch shall be either single pole, single throw,
or double pole single throw as necessary to open all conductors to the luminaires other
than neutral and ground conductors. The switch shall contain 600 volt alternating current
(VAC) terminal strips on the load side with solderless lugs as required for each load
carrying conductor plus four spare lugs per strip.
Each fixture shall be provided with a fusible terminal block. Fuses shall be 10 amp,
250 VAC for 120 VAC circuits and 5 amp 600 VAC for 240 VAC and 480 VAC circuits.
The primary voltage shall be as indicated in the plans. Photometric performance shall be
as follows:
A. The ratio of the maximum to minimum illuminance level on a panel 10-feet
high by 16-feet wide shall not numerically exceed 5:1 approaching 1:1. In
addition, the illuminance gradient shall not numerically exceed 2:1, illuminance
gradient being defined as the ratio of the minimum illuminance of a square
panel 1-foot on a side to that of any adjacent panel of the same size. This
performance shall be obtained when the fixture is mounted 1-foot below the
bottom edge of the sign and 5-feet out from the sign face.
B. The average to minimum uniformity ratio for a panel as dimensioned above
shall not numerically exceed 3:1. Average initial illuminance shall exceed
10 foot candles for a mercury vapor lamp of 175 watts as specified.
9-29.10(5)B Sign lighting Fixtures-Induction
Induction sign lighting fixture shall conform to the provisions for mercury sign
lighting fixtures except as modified by this section.
Each fixture shall consist of a housing, a reflector, refractor or lens, lamp socket,
lamp, power coupler, a high frequency (HF) generator and a fuse block, door, front entry
(the side facing the sign) suitable for ½-inch conduit and mounting holes for attaching
to a fixture mounting plate. Any additional entries shall have suitable plugs. The sign
lighting luminaire shall be supported by a lighting bracket assembly as detailed in the
plans. The door shall be hinged to the housing on the side of the fixture away from the
sign panel and shall be provided with two captive devices. The door shall be provided
with the means to allow the door to be locked in the open position 70 degree to 90
degree from the plane of the door opening. The juncture of the door and housing shall be
gasketed to provide a rain tight and dust tight joint.
Refractors or lens shall be manufactured from heat resistant glass. The refractor or
lens shall be shielded so that no light source is visible from the sign viewing approach.
The shield shall be an integral part of the door assembly. When called for in the plans,
fixtures shall be provided with a wire guard to prevent damage to the refractor.
2010 Standard Specifications M 41-10 Page 9-163
IlluMINATION, SIGNAl, ElEcTRIcAl 9-29
The ratio of the maximum to minimum illuminance level on a panel 10-feet high
by 16-feet wide shall not numerically exceed 9:1 approaching 1:1. In addition, the
illuminance gradient shall not numerically exceed 2:1, illuminance gradient being defined
as the ratio of the minimum illuminance of a square panel 1-foot on a side to that of any
adjacent panel of the same size. This performance shall be obtained when the fixture is
mounted 1-foot below the bottom edge of the sign and 5-feet out from the sign face.
The average to minimum uniformity ratio for a panel as dimensioned above shall not
numerically exceed 4:1. Average initial illuminance shall exceed 10 foot candles for an
induction lamp of 85 watts as specified.
The system lifetime shall be rated at 60 000 hours with a failure rate of less than
10 percent. The system shall be rated at a nominal wattage of 87 W, 120/240 or 480V(ac).
The power factor of the system shall be greater than 90 percent and the total harmonic
distortion (THD) shall be less than 10 percent. The system shall be UL approved for wet
locations and be FCC Class a listed.
The mounting assembly shall be either cast aluminum, hot-dip galvanized steel plate
or steel plate that has been galvanized and finished with a polymeric coating system or
the same finish that is used for the housing. The overall weight of the fixture shall not
exceed 44 pounds. The manufacturer’s brand name, trademark, model number, serial
number and date of manufacture shall be located on the packaged assembly and on the
outside and inside of the housing.
housing
The housing shall have a door designed to hold a refractor or lens. The housing door
shall be designed to be opened without the use of tools. The housing and door shall have
polyester paint finish of a gray color resembling unfinished fabricated aluminum.
Reflector
The reflector may be designed to be removed as a unit that includes the lamp and
power coupler.
lamp
Each fixture shall be furnished with an 85-W induction lamp. The interior lamp
walls shall be fluorescent phosphor coated. Lamp light output shall be not less than 70
percent at 60,000 hours. Lamps shall have a color-rendering index (CRI) of not less than
80. Lamps shall be rated at a color temperature of 4,000 K. Lamps shall be removable
without the use of tools.
Power coupler
The power coupler shall consist of a construction base with antenna, heat sink
and electrical connection cable. The power coupler shall be designed so that it can be
removed with no more than common hand tools.
high Frequency Generator
High frequency (HF) generators shall provide reliable lamp starting and operation at
ambient temperatures down to -15°F for the rated life of the lamp.
The generator output frequency shall be 2.65 MHz ± 10 percent. The generator radio
frequency interference shall meet the requirements of Part 18 of the FCC.
High frequency generators shall be designed for continuous operation at ambient
air temperatures from -5°F to 80°F without reduction in generator life. High frequency
generators shall have a design life of not less than 100,000 hours at 130°F.
A Certificate of Compliance, conforming to the provisions in Section 1-06.3.
“Certificates of Compliance,” and a copy of the high frequency generator test methods
and results shall be submitted by the manufacturer with each lot of sign lighting fixtures.
The certificate shall state that the high frequency generators meet, in every respect, the
above requirements and the generator Specifications of the lamp manufacturer. High
frequency generators shall also conform to the following:
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A. High frequency generators shall be capable of being easily replaced. All
conductor terminals shall be identified as to the component terminal to which
they connect.
B. High frequency generators shall be mounted so as to use the portion of the sign
lighting fixture upon which they are mounted as a heat sink.
9-29.11 control Equipment
Illumination circuits shall be controlled by a combination of photoelectric controls
and lighting contactors or mercury relays as noted in the Contract.
9-29.11(1) Time clock controls
Time clocks, when specified in the Contract, shall be solid state and shall have a
battery backup. The clock shall provide four functions and shall be enclosed within a dust
tight mounting case. The unit shall be mounted on vibration dampened fittings.
The unit shall be push button programmable with 15 events per week, selectable by
day of week and time of day to the nearest minute.
The clock shall be accurate to plus or minus 15 seconds per month through a
humidity variation of 0 to 95 percent and a temperature variation of 0ºF to 150ºF. The
clock shall be within plus or minus 10 seconds after 10 hours of battery backup operation.
The backup battery shall operate for 24 hours minimum.
Contacts shall be rated at 5 amps tungsten load for up to 100,000 cycles. Each clock
function shall operate a 120 VAC normally open and normally closed set of contacts.
9-29.11(2) Photoelectric controls
The photoelectric control shall be the twistlock type and the light sensitive element
shall be a solid state photo diode. The control shall be designed to turn on at 3 foot-
candles (32 lux) and turn off at 1.8 foot-candles (20 lux). The lighting control shall not
drift by more than 1 percent over a 10-year period.
The output control relay shall have a 45-second time delay to prevent false turn-
off caused by momentary brightness. This output relay shall be rated 1,000 watts
incandescent or 15 amps inductive load. The contacts shall be normally closed. The unit
shall be designed to not continuously pulse the output relay if the photo control bypass
switch is energized.
The lighting control shall have a built in metal oxide varistor (MOV) rated 180
joules for lightning and transient protection. The control shall also have secondary zener
diode and transient filter. The printed circuit board shall be coated to prevent corrosion.
The normal operating voltage range will be 105 to 285 VAC.
9-29.12 Electrical Splice Materials
Splicing in illumination circuits will be permitted only at junction boxes. With
the exception of lead-in cable to loop wire or magnetometer sensing probe splices, no
splices will be allowed in traffic signal circuitry. All other traffic signal circuitry will be
terminated at a load, at control equipment, or at a terminal.
9-29.12(1) Illumination circuit Splices
Aerial splices may employ split bolt connectors. Splices and taps on underground
circuits shall be made with solderless crimp connectors to securely join the wires both
mechanically and electrically. Aerial splices may employ split bolt connectors. Two
way inline splices meeting Mil Spec I 230053 at or below grade locations shall employ
moisture blocking heat shrink, Mil Spec I-23053 or be epoxy resin cast type insulation
employing clear rigid plastic molds. Clear mylar sheet bonded to butyrate webbing
forming a flexible mold shall be used for four-way or more splices. The material used
shall be compatible with the insulation material utilized. Equipment and methods shall be
2010 Standard Specifications M 41-10 Page 9-165
IlluMINATION, SIGNAl, ElEcTRIcAl 9-29
as recommended by the manufacturer of the splicing materials. The component materials
of the resin insulation shall be packaged form ready for convenient mixing without
removing from the package. Only one conductor or one multi conductor cable per wire
entrance will be allowed in any rigid mold splice.
9-29.12(2) Traffic Signal Splice Material
Induction loop splices and magnetometer splices shall be either moisture blocking
two-way (in line) heat shrink, meeting Mil Spec I-23053, or epoxy resin cast type with
clear rigid plastic molds or re-enterable type with semi-hardening epoxy filling compound
that remains semi-flexible enclosed in a re-enterable rigid mold with end cap seals.
9-29.13 Traffic Signal Controllers
A controller shall consist of a complete electrical mechanism for controlling the
operations of traffic control signals including the timing mechanism and all necessary
auxiliary equipment, mounted in a cabinet.
The Contractor shall furnish to the Contracting Agency all guarantees and warranties
furnished as a normal trade practice for all control equipment that is provided.
The fabricator of the controller shall perform quality control (QC) inspections based
on their QC program. Their QC program shall be submitted and approved by WSDOT
at least annually. The fabricator of the controller shall certify that the controller meets
all requirements of the Standard Specifications and Special Provisions for the specific
application.
The QC program shall include, but not be limited to, the following:
1. Quality Statement
2. Individual responsible for quality (organizational chart)
3. Fabrication procedures
4. Test procedures
5. Documented inspection reports
6. Documented test reports
7. Certification package
Control equipment includes all equipment used to control the operations of traffic
control signals, programmable message signs, illumination system’s and other associated
control systems. Control equipment includes all devices including auxiliary equipment
mounted in a cabinet.
The traffic signal control equipment shall conform to the Contract Specifications and
these Standard Specifications.
All control equipment shall be as specified below:
A. NEMA control and all auxiliary equipment shall conform to current NEMA
Specifications.
B. Type 170E control equipment and all auxiliary equipment, shall conform to the
California Department of Transportation document entitled “Transportation
Electrical Equipment Specifications” dated November 19, 1999.
C. The 170E/HC-11 controller and auxiliary equipment shall conform to the
current Oregon Department of Transportation Specification for model 170E/
HC-11 controller and auxiliary equipment. The 170E shall be compatible with
Type 170E controllers and the current revision of the software specified in
the Contract.
D. 170 ATC controller and auxiliary equipment shall conform to the current
Oregon Department of Transportation Specification for model 170 ATC
controller and auxiliary equipment.
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E. Type 2070 controller and all auxiliary equipment shall conform to the current
California Department of Transportation Specification for Model 2070 and
auxiliary equipment.
F. Type 2070 Lite controller and auxiliary equipment shall conform to the current
Oregon Department of Transportation Specification for model 2070 Lite
controller and auxiliary equipment.
All traffic signal control equipment shall be tested as follows. The supplier shall:
1. Seven days prior to shipping, arrange appointment for controller cabinet
assembly, and testing at the WSDOT Materials Laboratory or the facility
designated in the Special Provisions.
2. Assembly shall be defined as but not limited to tightening all screws, nuts and
bolts, verifying that all wiring is clear of moving parts and properly secured,
installing all pluggables, connecting all cables, Verify that all Contract required
documents are present, proper documentation is provided, and all equipment
required by the Contract is installed.
3. The assembly shall be done at the designated WSDOT facility in the presence
of WSDOT personnel.
4. The supplier shall demonstrate that all of the functions required by this
Specification and the Contract Plans and Special Provisions perform as
intended. Demonstration shall include but not be limited to energizing the
cabinet and verifying that all 8 phases, 4 pedestrian movements, 4 overlaps (as
required by the Contract Provisions) operate per Washington State Standard
Specifications Section 9-29.13. The supplier shall place the controller in
minimum recall with interval timing set at convenient value for testing
purposes. Upon a satisfactory demonstration the controller assembly will then
be accepted by WSDOT for testing.
5. If the assembly, and acceptance for testing is not complete within 5 working
days of delivery, the Project Engineer may authorize the return of the assembly
to the supplier, with collect freight charges to the supplier.
6. The Contractor will be notified when the testing is complete, and where the
assembly is to be picked-up for delivery to the project.
7. The supplier has 5 working days to repair or replace any components that
fail during the testing process at no cost to the Contracting Agency. A failure
shall be defined as a component that no longer functions as intended under
the conditions required or does not meet the requirements of the Contract
Specifications and is at the soul discretion of WSDOT.
8. Any part or component of the controller assembly, including the cabinet that is
rejected shall not be submitted for use by WSDOT or any City or County in the
State of Washington.
9-29.13(1) Vacant
9-29.13(2) Flashing Operations
All traffic signals shall be equipped for flashing operation of signal displays.
Controllers shall be programmed for flashing red displays for all approaches. During flash
display, all pedestrian circuits shall be de-energized.
Actuated traffic signal control mechanisms shall be capable of entry into flash
operation and return to normal operation as follows:
1. Terminal Strip Input (Remote Flash). When called as a function of a terminal
strip input, the controller shall provide both sequenced entry into flash and
sequenced return to normal operation consistent with the requirements of the
latest edition of the Manual on Uniform Traffic Control Devices.
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2. Police Panel Switch. When the flash-automatic switch located behind the police
panel door is turned to the flash position, the signals shall immediately revert to
flash; however, the controller shall “STOP TIME.” When the switch is placed
on automatic, the signals shall immediately time an 8-10 second all red period
then resume normal cyclic operations at the beginning of major street green.
3. Controller Cabinet Switches. When the flash-automatic switch located
inside the controller cabinet is placed in the flash position, the signals shall
immediately revert to flash; however, the controller shall continue to function.
When the flash-automatic switch is placed in the automatic position, the
controller shall immediately resume normal cyclic operation at the beginning
of the artery green. Adjacent to the flash-automatic switch shall be a controller
on-off switch. If the flash-automatic switch is in the automatic position and
the controller on-off switch is placed in the OFF position, the signals shall
immediately revert to flash.
4. Power Interruption. On “NEMA” controllers any power interruption longer
than 475 plus or minus 25 milliseconds, signals shall re-energize consistent
with No. 2 above to ensure an 8-second flash period prior to the start of
major street green. A power interruption of less than 475 plus or minus 25
milliseconds shall not cause resequencing of the controller and the signal
displays shall re-energize without change. Type 170 controllers shall re-
energize consistent with No. 2 above after a power interruption of 1.75 plus or
minus 0.25 seconds. The 8-second flash period will not be required.
5. Conflict Monitor. Upon sensing conflicting signals or unsatisfactory operation
voltages, the conflict monitor shall immediately cause the signal to revert to
flash; however, the controller shall stop time at the point of conflict. After the
conflict monitor has been reset, the controller shall immediately take command
of the signal displays at the beginning of major street green.
9-29.13(3) Emergency Preemption
Immediately after a valid call has been received, the preemption controls shall
cause the signals to display the required clearance intervals and subsequent preemption
intervals. Preemption shall sequence as noted in the Contract. Preemption equipment
shall be installed so that internal wiring of the controller, as normally furnished by the
manufacturer, is not altered. Termination of the preemption sequence shall place a call on
all vehicle and pedestrian phases. Preemption indicators, if required, shall turn on when
the controller reaches the preempted phase. NEMA controller shall energize the pre-
emption indicators when the controller is in the pre-emption phase(s). For the type 170,
2070, ATC, 2070 Lite controllers, the pre-emption indicators shall be energized when the
pre empt detector registers the pre empt request call.
9-29.13(4) Wiring Diagrams
Schematic wiring diagrams of the controllers and auxiliary equipment shall be
submitted when the controllers are delivered. The diagram shall show in detail all
circuits and parts. The parts shall be identified by name or number in a manner readily
interpreted. One reproducible mylar or two microfilms and four copies of the cabinet
wiring diagram and component wiring diagrams shall be furnished with each cabinet
and if requested by the Engineer on a high density disk or CD. The schematic drawing
shall consist of a single sheet, detailing all circuits and parts, not to exceed 52-inches by
72-inches The cabinet wiring diagram shall indicate and identify all wire terminations,
all plug connectors, and the locations of all equipment in the cabinet. Included in the
diagram shall be an intersection sketch identifying all heads, detectors, and push buttons
and a phase diagram.
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9-29.13(5) Vacant
9-29.13(6) Radio Interference Suppressers
All traffic signal controllers, flashers, or other current-interrupting devices shall
be equipped with radio interference suppressers installed at the input power point.
Interference suppressers shall be of a design which will minimize interference in
both broadcast and aircraft frequencies, and shall provide a minimum attenuation
of 50 decibels over a frequency range of 200 kilohertz to 75 megahertz when used
in connection with normal installations. The interference filters furnished shall be
hermetically sealed in a substantial case filled with a suitable insulating compound.
Terminals shall be nickel plated, 10-24 brass studs of sufficient external length to provide
space to connect two 8 AWG wires, and shall be so mounted that they cannot be turned in
the case.
Ungrounded terminals shall be insulated from each other and shall maintain a
surface leakage distance of not less than ½-inch between any exposed current conductor
and any other metallic parts with an insulation factor of 100-200 megohms dependent on
external circuit conditions.
Suppressers shall be designed for operations on 50 amperes, 125 volts, 60 cycles,
single wire circuits, and shall meet standards of the Underwriters’ Laboratories and the
Radio Manufacturers Association.
9-29.13(7) Traffic-Actuated Controllers
All traffic signal controllers shall operate with industry standard operating software
installed that at a minimum has the following:
1. Defined phases, minimum of 8 each.
2. Has manufacturer designed single or 2 ring operation minimum.
3. A minimum of four overlaps.
4. Defined intervals, min green, walk, flash don’t walk, passage, gap, minimum
gap, simultaneous gap out, volume density, yellow clearance, all red clearance,
Maximum I, Maximum II.
Traffic-actuated controllers shall be electronic devices which, when connected to
traffic detectors or other means of actuation, or both, shall operate the electrical traffic
signal system at one or more intersections.
All solid-state electronic traffic-actuated controllers and their supplemental devices
shall employ digital timing methods.
Control equipment shall conform to 9-29.13.
Actuated traffic signal controllers shall be 8-phase minimum control units. Volume-
density timing features shall be provided on all controllers.
Every pin of every connecting plug shall be utilized as described within the NEMA
requirement, except that those pins identified as “spare” or “future” shall remain unused.
Controller interchangeability between NEMA controllers of any and all approved makes
is mandatory, as is interchangeability of any and all approved makes of 170E, 2070, and
2070 Lite controllers every pin of every connecting plug shall be utilized as described
within the 1999 Caltrans Specification.
Overlaps for NEMA controllers may be accomplished by programming of software
or by use of NEMA overlap boards. If a manufacturer elects to utilize the software
method, they may be required to furnish an overlap board with each signal controller
which will allow substitution of controllers using the alternated method of overlaps.
NEMA controllers shall provide indications for vehicle call and pedestrian call that
can be viewed simultaneously with indications for timing intervals. Controllers shall
provide indications for timing intervals in both rings that can be viewed simultaneously.
Reason for green termination shall be displayed simultaneously with other timing data.
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All controllers shall provide a “simultaneous gap out” feature. This feature allows
retiming a gap from a green rest upon an actuation.
9-29.13(7)A Environmental, Performance, and Test Standards for Solid-State
Traffic Controllers
The scope of this Specification includes the controller assembly of solid-state
design installed in a weatherproof controller cabinet. The controller assembly includes
the cabinet, controller unit, load switches, signal conflict monitoring circuitry, accessory
logic circuitry, AC line filters, vehicle detectors, coordination equipment and interface,
and preemption equipment. NEMA control assemblies shall meet or exceed current
NEMA TS 1 Environmental Standards. Normal operation will be required while the
control assembly is subjected to any combination of high and low environmental limits
(i.e. low voltage at high temperature with high repetition noise transients). All other
control equipment testing shall be tested to Caltrans Transportation Electrical Equipment
Specifications (TEES) dated November 19, 1999.
9-29.13(7)B Auxiliary Equipment for NEMA controllers
The following auxiliary equipment shall be furnished and installed in each cabinet
for NEMA traffic-actuated controllers:
1. A solid-state Type 3 NEMA flasher with flash-transfer relay which will cut in
the flasher and isolate the controller from light circuits. See Section 9-29.13(2)
for operational requirements.
2. Modular solid state relay load switches of sufficient number to provide for
each vehicle phase (including future phases if shown in the plans), each
pedestrian phase and preemption sequence indicated in the Contract. Type P &
R cabinets shall include a fully wired 16-position back panel. Solid-state load
switches shall conform to NEMA standards except only optically isolated load
switches will be allowed. Load switches shall include indicator lights on the
input circuits. The controller cabinet shall have all cabinet wiring installed for
eight vehicle phases, four pedestrian phases, four emergency pre-empts, four
overlaps (OL A, B, C, D).
3. A power panel with:
a. A control-display breaker sized to provide 125 percent overload protection
for all control equipment and signal displays, 30 ampere minimum.
b. A 20 ampere accessory breaker wired parallel to the control display
breaker. The breaker will carry accessory loads, including vent fan, cabinet
light, plug receptacle, etc.
c. A busbar isolated from ground and unfused for the neutral side of power
supply.
d. A radio interference suppresser to the output side of the control display
breaker. See Section 9-29.13(6) for other requirements.
e. A transient voltage protection device connected to the controller power
circuit for protection against voltage abnormalities of 1 cycle or less
duration. The protector shall be a solid state high energy circuit containing
no spark gap, gas tube, or crow bar component. The current rating of the
device shall be 15 amps minimum. The device shall provide transient
protection between neutral and ground, line and ground, as well as
line and neutral. If the protection circuits fail, they shall fail to an open
circuit condition. The device shall meet all requirements of UL standard
1449. The suppressed voltage rating shall be 600 volts or less when
subjected to an impulse of 6,000 volts, 3,000 amp source impedance,
8.0/20 microsecond waveform as described in UL 1449. In addition, the
device shall withstand, without failure or permanent damage, one full
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cycle at 264 volts RMS. The device shall contain circuitry to prevent
self-induced regenerative ringing. There shall be a failure warning
indictor light which shall illuminate when the device has failed and is
no longer operable.
f. Cabinet ground busbar independent (150K ohms minimum) of neutral.
4. A police panel located behind the police panel door with a flash automatic
switch and a control-display power line on-off switch. See Section 9-29.13(2)
for operational requirements.
5. An auxiliary control panel located inside the controller cabinet with a flash-
automatic switch and a controller on-off switch. See Section 9-29.13(2)
for operational requirements. A three wire 15 ampere plug receptacle with
grounding contact and 20 ampere ground fault interrupter shall also be provided
on the panel.
6. A conflict monitor conforming to NEMA standards. See Section 9-29.13(2) for
operational requirements. The unit shall monitor conflicting signal indications
at the field connection terminals. The unit shall be wired in a manner such that
the signal will revert to flash if the conflict monitor is removed from service.
Supplemental loads not to exceed 10 watts per monitored circuit or other
means, shall be provided to prevent conflict monitor actuation caused by
dimming or lamp burn-out. Supplemental loads shall be installed on the control
side of the field terminals. Conflict monitors shall include a minimum of one
indicator light for each phase used. The monitoring capacity of the unit shall
be compatible with the controller frame size. Conflict monitors shall include a
program card.
7. A “Display Panel” when noted in the Contract. The display panel shall depict a
generic eight-phase operation. The panel shall be mounted on the inside of the
front cabinet door and the mounting shall be of a design that allows positioning
of the panel in four orientations 90 degrees from each other. The mounting shall
be removable without use of any tools. Incandescent red, yellow, green, walk
and don’t walk indicator lights shall be provided for each phase. The indicator
lights shall be connected to the associated field terminals. The connecting cable
shall be long enough to allow for any mounting orientation. No diodes will be
allowed in the display panel. A means of disconnecting all wiring entering the
panel shall be provided. Switches shall be provided on the panel with labels and
functions as follows:
a. Display On — Signal indicator lamps will display the operation of the
intersection.
b. Test — All indicator lamps shall be energized.
c. Display Off — all signal indicator lamps shall be de-energized.
A “Detector Panel”, as specified in Standard Specification Section 9-29.12(7)D,
shall be installed. The panel shall be mounted on the inside of the front cabinet
door. The detector panel shall be constructed as a single unit. Detector switches
with separate operate, test, and off positions shall be provided for each field
detector input circuit. A high intensity light emitting diode (LED) shall be
provided for each switch. The lamp shall energize upon vehicle, pedestrian or
test switch actuation. The test switch shall provide a spring loaded momentary
contact that will place a call into the controller. When in the OFF position,
respective detector circuits will be disconnected. In the operate position, each
respective detector circuit shall operate normally. Switches shall be provided on
the panel with labels and functions as follows:
a. Display On — Detector indicator lights shall operate consistent with their
respective switches.
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b. Display Off — detector indicator lights shall be de-energized.
A means of disconnecting all wiring entering the panel shall be provided. The
disconnect shall include a means to jumper detection calls when the display
panel is disconnected. All switches on the panel shall be marked with its
associated Plan detector number. All markers shall be permanent.
8. Insulated terminal blocks of sufficient number to provide a termination for all
field wiring. A minimum of 12 spare terminals shall be provided. Field wire
connection terminal blocks shall be 600 volt, heavy duty, barrier type, except
loop detector lead-ins, which may be 300 volt. The 600 volt type terminal strips
shall be provided with a field-side and a control-side connector separated by a
marker strip. The 300 volt type shall have a marker strip, installed on the right
side of vertical terminal strips or below horizontal terminal strips. The marker
strip shall bear the circuit number indicated in the plans and shall be engraved.
Each connector shall be a screw type with No. 8 post capable of accepting no
less than three 12 AWG wires fitted with spade tips.
9. A vent fan with adjustable thermostat. The minimum CFM rating of the fan
shall exceed three times the cabinet volume.
10. An incandescent or fluorescent interior cabinet light mounted at the top of the
enclosure with door switch to automatically energize when the door opens. The
light shall be installed a minimum of 12-inches from the vent fan thermostat.
The switch shall be labeled “light.”
11. All wiring within the cabinet, exclusive of wiring installed by the signal
controller manufacturer, shall have insulation conforming to the requirements
of Section 9-29.3. Cabinet wiring shall be trimmed to eliminate all slack and
shall be laced or bound together with nylon wraps or equivalent. All terminals,
shall be numbered and permanently identified with PVC or polyolefin wire
marking sleeve consistent with the cabinet wiring diagram provided by the
signal controller manufacturer and the Contract. The cabinet will be completely
wired so that the only requirement to make a field location completely
operational is to attach field power and ground wiring. Internal cabinet wiring
shall not utilize the field side connections of the terminal strip intended for
termination of field wires.
12. One reproducible mylar or two microfilms and four copies of the cabinet wiring
diagram and component wiring diagrams shall be furnished with each cabinet.
Each cabinet shall be equipped with a, shelf mounted roll out drawer mounted
directly below the controller to house one or more cabinet wiring diagrams.
The cabinet wiring diagram shall indicate and identify all wire terminations, all
plug connectors, and the locations of all equipment in the cabinet. Included in
the diagram shall be an intersection sketch identifying all heads, detectors, and
push buttons; and a phase diagram.
13. Each vehicle detector amplifier, video detection out put channel pedestrian call
isolation unit, phase selector, discriminator, and load switch shall be identified
with semi-permanent stick-on type label. The following information shall be
included:
a. Vehicle Detector Amplifier Channel
1. Loop number
2. Assigned phase(s)
b. Ped Call Isolation Unit
1. Push button number
2. Assigned phase(s)
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c. Load Switches
1. Signal head number
2. Assigned phase(s)
d. Phase Selectors
1. Circuit Letter
2. Phase(s) called
The label shall be placed on the face of the unit. It shall not block any switch,
light, or operational words on the unit. The lettering on this label shall be neat,
legible, and easily read from a distance of approximately 6-feet.
9-29.13(7)c Auxiliary Equipment for Type 170E, 2070, 2070 lite Assemblies
The following requirements apply to required auxiliary equipment furnished with
Type 170E, 170E-HC-11, 2070, 2070 Lite, ATC controller cabinets:
A. Flashers, flash transfer relays, conflict monitor, AC isolators, DC isolators,
discriminator modules, program modules, modem modules, load switches,
breakers, buses, police panel switches, receptacle requirement, vent fan and
auxiliary control panel switches shall conform to the requirements noted in
the California Department of Transportation document entitled “Traffic Signal
Control Equipment Specifications” specified in Section 9-29.13(7).
B. Flashing operation shall conform to Section 9-29.13(2), except the 8-second
flash period described in Item 2 of that section will not be required. Emergency
preemption shall conform to Section 9-29.13(3).
The requirements for radio interference suppressor, transient voltage protection,
terminal blocks, cabinet light (florescent only), cabinet wiring, wiring diagram
and equipment labeling are the same as previously noted for the NEMA
control assemblies.
C. Input and output terminals shall be installed with a marking strip with field
wire numbers noted in the Contract embossed on the strip. All cabinet and
field conductor shall have a PVC or polyolefin wire marking sleeve installed,
matching the input and output terminals above.
D. The input panel terminal blocks TB 2 through TB 9 and associated cable to the
input files as described in California Department of Transportation document
entitled “Traffic Signal Control Equipment Specifications” dated November
19, 1999 shall be provided in all control assemblies. The alternate raceway
specified in Chapter 18 will not be allowed.
E. Supplemental load requirements to prevent conflict monitor actuation on lamp
burnout are the same as previously noted for NEMA control assemblies.
F. A “Display Panel”, conforming to the requirements previously noted for the
NEMA control assemblies shall be provided when noted in the Contract.
G. A “Detection Panel” conforming to the requirements previously noted for the
NEMA control assemblies shall be provided except the panel shall be a separate
unit from the “Display Panel.” The panel shall be rack mounted above the
controller and shall conform to details in the Contract.
H. A “Detector Termination and Interface Panel” shall be provided. When viewing
the cabinet from the back, the panel shall be located on the upper left hand side
of the cabinet. The panel shall be electrically located between the “Detector
Panel” and the C-1 connector. The panel shall utilize insulated terminal blocks
and each connector shall be a screw type with post.
I. A print holder rollout drawer shall be provided. The drawer shall be rack
mounted below the controller.
2010 Standard Specifications M 41-10 Page 9-173
IlluMINATION, SIGNAl, ElEcTRIcAl 9-29
J. A “DB-9” socket shall be mounted on the rack facing the front door of the
cabinet and shall be easily accessible when the front door is open. The socket
shall provide a communication interface between a personal computer and the
C-20S connector on the back of the controller. The appropriate cable and C-20
plug connector shall be part of this assembly to provide ease of connection to
the controller.
K. A C-2 plug with 6-feet of 22 AWG 4 conductor shielded cable shall be provided
in each cabinet. The cable shall be terminated on positions 3, 4, and 6 of the TB
terminal block.
L. An “Absence Of Red Programming Assembly” shall be provided. There shall
be provided on the back panel of the output file, 16 accessible jumper plug
attachment areas, made up of three male pins per position (one set of three,
for each conflict monitor channel). Each jumper plug shall be a three position
Molex style connector, using crimped wire pins. Two female pins shall be
installed in each jumper plug, one attached to each end of a single wire.
These pins shall be installed in the connector, one on the center position and
one in either outer position of the plug. It shall be possible, by inserting and
positioning one of the 16 jumper plugs on the right two pins on the monitor
board, to apply 120 VAC into a corresponding channel of the conflict monitor
red channels. The connection between the absence of red programming board
and the 210 plus conflict monitor shall be accomplished via a 20 pin ribbon
cable and the industry standard P-20 connector, that attaches on the front
panel of the monitor. It shall be possible, by inserting and positioning one of
the 16 jumper plugs on the two left pins on the monitor board, to enable the
red monitor on the corresponding channel (phase).There shall be installed
on the absence of red programming assembly a red enable disconnect relay,
that controls the 120 VAC red enable signal into the 210 plus monitor. During
normal operation, the normally closed contacts of this relay shall supply 120
VAC into the red enable input of the monitor. When energized, this red enable
signal shall be removed from the input disabling red monitoring. The relay shall
be energized by the corresponding Cl pin connection, as required by the local
software, to indicate that the assembly is in processor flash.
M. Seven AC – copper neutral bars shall be installed in each 332, 336 controller
cabinet, four 4 on the right side and three 3 on the left side. All of the neutral
bars shall be secured per the current Caltrans Specification. All neutral bars
shall be at the same electrical potential.
9-29.13(7)D NEMA controller cabinets
Each traffic-actuated NEMA controller shall be housed in a weatherproof cabinet
conforming to the following requirements:
1. Construction shall be of 0.073-inch minimum thickness series 300 stainless
steel or 0.125 minimum thickness 5052 H32 ASTM B209 alloy aluminum.
The stainless steel shall be annealed or one-quarter-hardness complying with
ASTM A666 stainless steel sheet. Cabinets may be finished inside with an
approved finish coat of exterior white enamel. If no other coating is specified
in the Contract Provisions the exterior of all cabinets shall be bare metal. All
controller cabinets shall be furnished with front and rear doors.
2. The cabinet shall contain shelving, brackets, racks, etc., to support the
controller and auxiliary equipment. All equipment shall set squarely on shelves
or be mounted in racks and shall be removable without turning, tilting, or
rotating or relocating one device to remove another. A 24 slot rack or racks
shall be installed. The rack(s) shall be wired for 2 channel loop detectors and
as follows. Slots 1 & 2 phase 1 loop detectors. Slots 3, 4, & 5 phase 2 loop
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detectors. Slots 6 & 7 phase 3 loop detectors. Slots 8, 9, & 10 phase 4 loop
detectors. Slots 11 & 12 phase 5 loop detectors. Slots 13, 14, & 15 phase 6 loop
detectors. Slots 16 & 17 phase 7 loop detectors. Slots 18, 19 & 20 phase 8 loop
detectors. Slot 21 upper phase 1 loop detector. Slot 21 lower phase 5 detector.
Slot 22 wired for a 2 channel discriminator channels A, C. Slot 23 wired
for a 2 channel discriminator, channels B, D. Slot 24 wired for a 4 channel
discriminator, wired for channel A, B, C, and D. All loop detector slots shall
be wired for presence/pulse detection/extension. If an external power supply is
required in order for the entire racks(s) to be powered it shall be installed. All
rack(s) slots shall be labeled with engraved identification strips.
3. Additional detection utilizing the “D” connector shall be installed in
accordance with the Contract. The cabinet shall be of adequate size to properly
house the controller and all required appurtenances and auxiliary equipment in
an upright position with a clearance of at least 3-inches from the vent fan and
filter to allow for proper air flow. In no case shall more than 70 percent of the
cabinet volume be used. There shall be at least a 2-inch clearance between shelf
mounted equipment and the cabinet wall or equipment mounted on the cabinet
wall.
4. The cabinet shall have an air intake vent on the lower half of the front door,
with a 12-inch by 16-inch by 1-inch removable throw away filter, secured in
place with a spring-loaded framework.
5. The cabinet door(s) shall be provided with:
a. Spring loaded construction core locks capable of accepting a Best type CX
series six segment (core installed by others) shall be installed in each door
with the exception of the police panel door. Cabinet doors shall each have
a three point latch system.
b. A police panel assembly shall be installed in the front door and shall have
a stainless steel hinge pin and a police panel lock. Two police keys with
shafts a minimum of 1¾-inches long shall be provided with each cabinet.
c. All doors and police panel door shall have one piece, closed cell,
neoprene gaskets.
d. A two position doorstop assembly. Front and rear interior light
control switches.
9-29.13(7)E Type 170E, 170E-hc-11, 2070, 2070 lite, ATc controller cabinets
The above controllers shall be housed in a Models 332, Double 332, 336, 336S,
303 ITS/ATC cabinets, or as specified in the Contract. Each door shall be furnished with
a construction core lock conforming to Standard Specifications 9-29.13(7)D 5a, b and
c above. A police panel with door, stainless steel hinge pin and lock shall be provided.
Two police keys with shafts a minimum of 1¾” long shall be provided with each cabinet.
Each of these cabinets shall be furnished with auxiliary equipment described in Standard
Specification 9-29.13(7)C. Type 334 cabinets for traffic data station controller furnished
shall meet current Caltrans 170E Specifications, as stated in Section 9-29.13(7) and as
follows. Camera control and DMS local control cabinets shall contain the equipment
shown in the Plans. The cabinet shall have the same external physical dimensions and
appearance of Model 334 cabinets.
1. The cabinet shall be fabricated of stainless steel or sheet aluminum in
accordance with Section 9-29.13(7)D, Item number 1. Painted steel, painted or
anodized aluminum is not allowed.
2. Cabinet doors shall have a three-point latch and two-position stop assembly
with spring loaded construction core lock capable of accepting a Best lock
company type, with 6-pin CX series core. The Contractor shall supply
2010 Standard Specifications M 41-10 Page 9-175
IlluMINATION, SIGNAl, ElEcTRIcAl 9-29
construction cores. Upon Contract completion, the Contractor shall deliver two
master keys to the Engineer.
3. Field wire terminals shall be labeled in accordance with the Field Wiring Chart.
4. A shatterproof fluorescent interior cabinet lights with self-starting ballast shall
be furnished, one fixture mounted on the rear rack near the top and the second
mounted at the top of the front rack. Door switches shall automatically turn on
both lights when either door is opened.
5. One controller unit shelf, which attaches to the front rails of the EIA rack, shall
be provided in lieu of the two controller unit support angles. The shelf shall be
fabricated from aluminum and shall be installed such that it does not interfere
with access to any terminal block. The shelf shall contain a rollout flip-top
drawer for storage of wiring diagrams and manuals.
A disposable paper filter element of at least 180 square inches shall be provided in
lieu of a metal filter.
All traffic data and ramp meter cabinets shall include the following accessories:
1. Each cabinet shall be equipped with a fully operable controller equipped as
specified in the Contract Provisions.
2. Two input files, except on Type 303 and 336 cabinet shall be supplied, each
using 133 millimeters of rack height.
3. Power Distribution Assembly shall be PDA #3 as detailed in the January 1989
Caltrans 170 Specification, with all current amendments.
The PDA #3 shall contain three Model 200 Load Switches.
A transient voltage protection device shall be provided, which plugs into the
controller unit receptacle and in turn accepts the controller plug and meets the
electrical requirements of Section 9-29.13(7)B(3) item e.
A second transfer relay, Model 430, shall be mounted on the rear of the PDA #3
and wired as shown in the Plans.
4. Police Panel shall contain only one DPDT toggle switch. The switch shall be
labeled POLICE CONTROL, ON-OFF.
5. Display Panel
A. General
Each cabinet shall be furnished with a display panel. The panel shall
be mounted, showing and providing detection for inputs and specified
controller outputs, at the top of the front rack above the controller unit.
The display panel shall be fabricated from brushed aluminum and
constructed according to the detail in the Plans.
B. Text
All text on the display panel shall be black in color and silk screened
directly to the panel except the Phenolic detector and cabinet nameplates.
A nameplate for each loop shall be engraved with a ¼-inch nominal
text according to the ITS Field Wiring Charts. The nameplates shall be
permanently affixed to the display panel.
C. LEDs
The LEDs for the display panel shall meet the following Specifications:
Case size T 1-¾
Viewing angle 50° minimum
Brightness 8 Milli candelas
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LEDs with RED, YELLOW or GREEN as part of their labels shall be red,
yellow or green in color. All other LEDs shall be red. All LEDs shall have
tinted diffused lenses.
D. Detector Display Control Switch
Each display panel shall be equipped with one detector display control
switch on the panel with labels and functions as follows:
ON
Detector display LEDs shall operate consistent with their separate
switches.
OFF
All detector indicator LEDs shall be de-energized. Detector calls shall
continue to reach the controller.
TEST
All detector indicator LEDs shall illuminate and no calls shall be placed to
the controller.
E. Advance Warning Sign Control Switch
Each display panel shall be equipped with one advance warning sign
control switch on the panel with labels and functions as follows:
AUTOMATIC
Sign Relay shall energize upon ground true call from controller.
SIGN OFF
Sign Relay shall de-energize.
SIGN ON
Sign Relay shall energize.
F. Sign Relay
The sign relay shall be plugged into a socket installed on the rear of the
display panel. The relay shall be wired as shown in the Plans. The relay
coil shall draw (or sink) 50 milliamperes ± 10% from the 170E controller
and have a DPDT contact rating not less than 10 amperes. A 1N4004 diode
shall be placed across the relay coil to suppress voltage spikes. The anode
terminal shall be connected to terminal #7 of the relay as labeled in the
Plans. The relay shall energize when the METERING indicator LED is lit.
G. Detector Input Indicators
One display LED and one spring-loaded two-position SPST toggle switch
shall be provided for each of the 40 detection inputs. These LEDs and
switches shall function as follows:
TEST
When the switch is in the test position, a call shall be placed to the
controller and energize the associated LED. The switch shall automatically
return to the run position when it is released.
RUN
In the run position the LEDs shall illuminate for the duration of each call
to the controller.
H. Controller Output Indicators
The display panel shall contain a series of output indicator LEDs mounted
below the detection indicators. The layout shall be according to the detail
in the Plans. These LEDs shall illuminate upon a ground true output from
the controller via the C5 connector.
2010 Standard Specifications M 41-10 Page 9-177
IlluMINATION, SIGNAl, ElEcTRIcAl 9-29
The output indicator LEDs shall have resistors in series to drop the voltage
from 24 volts DC to their rated voltage and limit current below their rated
current. The anode connection of each LED to +24 VDC shall be wired
through the resistor.
I. Connectors
Connection to the display panel shall be made by three connectors, one
pin (labeled P2) and one socket (labeled P1) and one labeled C5. The P1
and P2 connectors shall be 50-pin cannon D series, or equivalent 50 pin
connectors and shall be compatible such that the two connectors can be
connected directly to one another to bypass the input detection. Wiring for
the P1, P2 and C5 connectors shall be as shown in the Plans.
The Contractor shall install wire connectors P1, P2, C1P, C2, C4, C5 and
C6 according to the pin assignments shown in the Plans.
6. Model 204 Flasher Unit
Each Model 334 ramp meter cabinet shall be supplied with one Model 204 sign
flasher unit mounted on the right rear side panel. The flasher shall be powered
from T1-2. The outputs from the flasher shall be wired to T1-5 and T1-6.
7. Fiber Optic Patch Panel
The Contractor shall provide and install a rack-mounted fiber optic patch panel
as identified in the Plans.
cabinet Wiring
Terminal blocks TB1 through TB9 shall be installed on the Input Panel. Layout and
position assignment of the terminal blocks shall be as noted in the Plans.
Terminals for field wiring in traffic data and/or ramp metering controller cabinet
shall be labeled, numbered and connected in accordance with the following:
Terminal Block Pos. Terminal and Wire Numbers Connection Identification
TBS 501-502 AC Power, Neutral
T1-2 641 Sign on
T1-4 643 Sign off
T1-5 644 Flasher Output NC
T1-6 645 Flasher Output NO
T4-1 631 Lane 3 - Red
T4-2 632 Lane 3 - Yellow
T4-3 633 Lane 3 - Green
T4-4 621 Lane 2 - Red
T4-5 622 Lane 2 - Yellow
T4-6 623 Lane 2 - Green
T4-7 611 Lane 1 - Red
T4-8 612 Lane 1 - Yellow
T4-9 613 Lane 1 - Green
Loop lead-in cables shall be labeled and connected to cabinet terminals according to
the ITS Field Wiring Chart. This chart will be provided by the Engineer within 20 days of
the Contractor’s request.
9-29.14 Vacant
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9-29 IlluMINATION, SIGNAl, ElEcTRIcAl
9-29.15 Flashing Beacon control
Flashers shall conform to the latest NEMA publication, and shall be solid state.
When used as a beacon control, they shall be jack mounted and installed in raintight
aluminum or hot dipped galvanized steel cabinet.
9-29.16 Vehicular Signal heads
Each signal head shall be of the adjustable, vertical type with the number and type
of lights detailed in the Contract; shall provide a light indication in one direction only;
shall be adjustable through 360 degrees about a vertical axis; and shall be mounted at
the location and in the manner shown in the plans. Except for optically programmed
signal heads, all vehicular signal heads at any one intersection shall be of the same make
and type.
9-29.16(1) Optically Programmed, Adjustable Face, 12-inch Traffic Signal
The signal shall permit the visibility zone of the indication to be determined
optically and require no hoods or louvers. The projected indication may be selectively
visible or veiled anywhere within 15 degrees of the optical axis. No indication shall result
from external illumination, nor shall one light unit illuminate a second. The display shall
be maintained from 85 VAC to 130 VAC.
9-29.16(1)A Optical System
The components of the optical system shall comprise:
1. Lamp,
2. Lamp Collar,
3. Optical Limiter-Diffuser, and
4. Objective Lens.
The lamp shall be nominal 150 watt, 120 volt AC, three prong, sealed beam having
an integral reflector with stippled cover and an average rated life of at least 6,000 hours.
The lamp shall be coupled to the diffusing element with a collar including a specular
inner surface. The diffusing element may be discrete or integral with the convex surface
of the optical limiter.
The optical limiter shall provide an accessible imaging surface at focus on the
optical axis for objects 900 to 1,200-feet distant, and permit an effective veiling mask to
be variously applied as determined by the desired visibility zone. The optical limiter shall
be provided with positive indexing means and composed of heat-resistant glass.
The objective lens shall be a high resolution planar incremental lens hermetically
sealed within a flat laminant of weather resistant acrylic or approved equal. The lens
shall be symmetrical in outline and may be rotated to any 90 degree orientation about the
optical axis without displacing the primary image.
The optical system shall accommodate projection of diverse, selected indicia to
separate portions of the roadway such that only one indication will be simultaneously
apparent to any viewer after optically limiting procedures have been accomplished. The
projected indication shall conform to ITE transmittance and chromaticity standards.
9-29.16(1)B construction
Die cast aluminum parts shall conform to ITE alloy and tensile requirements and
have a chromate preparatory treatment. The exterior of the signal case, lamp housing,
and mounting flanges shall be finished with a high quality, baked enamel prime and
finish paint.
The lens holder and interior of the case shall be optical black.
Signal case and lens holder shall be predrilled for backplates and visors. Hinge
and latch pins shall be stainless steel. All access openings shall be sealed with weather
resistant rubber gaskets.
2010 Standard Specifications M 41-10 Page 9-179
IlluMINATION, SIGNAl, ElEcTRIcAl 9-29
Backplates shall conform to ITE material requirements and include a chromate
preparatory treatment and optical black on all surfaces.
9-29.16(1)c Mounting
The signal shall mount to standard 1½-inch fittings as a single section, as a multiple
section face, or in combination with other signals. The signal section shall be provided
with an adjustable connection that permits incremental tilting of at least 0 degree to
10 degree above or below the horizontal while maintaining a common vertical axis
through couplers and mounting. Terminal connection shall permit external adjustment
about the mounting axis in five degree increments. The signal shall be mountable with
ordinary tools and capable of being serviced with no tools.
Attachments such as visors, backplates, or adapters shall conform and readily fasten
to existing mounting surfaces without affecting water and light integrity of the signal.
9-29.16(1)D Electrical
The lamp fixture shall be comprised of a separately accessible housing and integral
lamp support, indexed ceramic socket, and self-aligning, quick release lamp retainer.
The electrical connection between case and lamphousing shall be accomplished with an
interlock assembly which disconnects lamp holder when opened. Each signal section
shall include a covered terminal block for clip or screw attachment of lead wires.
Concealed 18 AWG-AWM, stranded and coded wires shall interconnect all sections to
permit field connection within any section.
9-29.16(1)E Photo controls
Each signal section shall include integral means for regulating its intensity between
limits as a function of individual background illumination. Lamp intensity shall not be
less than 97 percent of uncontrolled intensity at 1,000 ft-c ambient and shall reduce to
15 plus or minus 2 percent of maximum at less than 1 ft-c ambient. Response shall be
proportional and essentially instantaneous to any detectable increase of illumination from
darkness to 1,000 ft-c ambient and damped for any decrease from 100 ft–c ambient.
The intensity controller shall comprise an integrated, directional light, sensing and
regulating device interposed between lamp and line wires. It shall be compatible with
60 Hz input and responsive within the range 105 VAC to 135 VAC. Output may be phase
controlled, but the device shall provide a nominal terminal impedance of 1,200 ohms
open circuit and a corresponding holding current.
9-29.16(1)F Installation
The signal shall be installed, directed, and veiled in accordance with published
instructions and the project visibility requirement. Each section of the signal shall be
masked with prescribed materials in an acceptable and workmanlike manner.
9-29.16(2) Conventional Traffic Signal Heads
9-29.16(2)A Optical units
Light Emitting Diode (LED) light sources are required for all red, yellow and green
arrow or ball displays. LED light sources must conform to the current Vehicle Traffic
Control Signal Heads, Part 2 (VTCSH2) ITE Specification dated January 13, 2004 and
the following requirements: LED shall have a 50 degree min. viewing angle
1. Wattage (Maximum): 12-inch red, yellow and green ball displays - 25 W
12-inch red, yellow and green arrow displays - 15W
8-inch red, yellow and green ball displays - 15W
2. Voltage: The operation voltages shall be between 85 VAC and 130VAC.
3. The LED display shall be a module type and shall replace the lens, socket, bail,
reflector and be directly connected to the terminal strip in the signal head.
Page 9-180 2010 Standard Specifications M 41-10
9-29 IlluMINATION, SIGNAl, ElEcTRIcAl
4. Label: A label shall be provided on the LED housing. The Contractor shall
mark the label with a permanent marker to note the installation date.
Incandescent light sources shall conform to the current Vehicle Traffic Control
Signal Heads (VTCSH) ITE Specification and the following requirements:
1. Light Source: (8-inch Clear Bulb, A21/TS with brass medium base), (67 - 69
Watts), (12-inch clear bulb, P25/TS with brass medium base), (1650 lumens).
2. Voltage: 120 VAC.
3. Rated Initial Lumens at 120 VAC: (8-inch – 550), (12-inch- 1750).
4. Minimum Initial Lumens at 120 VAC: (8-inch – 550), (12-inch –1650).
5. Light Center: ( 8-inch, 2 7⁄16-inch), (12-inch, 3-inch).
6. Minimum Life: 8,000 hours.
7. Orientation: the bulb shall be installed with the opening between the
filaments up.
8. Operation: The bulb shall operate properly form (-40○F to 170○F)
9. Lens: the lens material shall be prismed glass. The lens shall be secured to the
housing with four noncorrosive clips and 4 No. 10 brass screws. The lens shall
have a neoprene gasket making the display weather and dust tight.
10. Reflector: The reflector shall be specular aluminum with anodic coating.
11. Reflector Support: The reflector support shall be pivoted to the housing, and
shall be designed so that it can be swung out or easily removed without the use
of any tools.
9-29.16(2)B Signal housing
The signal head housing, or case, shall consist of an assembly of separate sections,
expandable type for vertical mounting, substantially secured together in a weathertight
manner to form a unit of pleasing appearance. Each section shall house an individual
optical unit.
Each section shall be complete with a one-piece, corrosion-resistant aluminum alloy
die cast door and shall have a nominal 8-inch or 12-inch diameter opening for the lens.
Each door shall be of the hinged type having two integrally cast hinge lugs and latch jaw.
The door shall be attached to the housing by means of two noncorrosive, stainless steel
hinge pins that are removable without the use of a special press or tool. A noncorrosive,
stainless steel, threaded latch bolt and matching wing nut shall provide for opening and
closing the door without the use of any special tools. Each door shall have a cellular
neoprene gasket around the entire outer edge of the door, which, when the door is closed,
shall make a positive weather and dust-tight seal. Each door shall have four tapped holes
spaced about the circumference of the lens opening with four noncorrosive screws to
accommodate the signal head visors. Each door shall have some device such as washers,
clips, or keys, or be constructed so as to keep it from dismounting from the housing
accidentally when it is open.
The body of each signal section shall consist of a one piece corrosion resistant, die
cast aluminum alloy. Each section shall have serrated rings top and bottom so when used
with proper brackets, each section may be adjustable in respect to an adjoining section,
and the hangers may be locked securely to prevent moving. Cast integrally with the
housing shall be two hinge lugs and one latch jaw. The top and bottom of the housing
shall have an opening to accommodate standard 1½-inch pipe brackets. The sections
shall be so designed that when assembled, they interlock with one another forming one
continuous weathertight unit. The sections shall be interchangeable and shall be dust and
weathertight when assembled with the door and appropriate furnished hardware.
2010 Standard Specifications M 41-10 Page 9-181
IlluMINATION, SIGNAl, ElEcTRIcAl 9-29
A terminal block of an approved type shall be mounted inside at the back of the
housing. All sockets shall be so wired that a white wire will be connected to the shell of
the socket and a wire, the color of the lens, to the bottom, or end terminal of the socket.
These wires shall in turn be connected to the terminal block mounted in the housing, in
the proper manner. The terminal block shall have sufficient studs to terminate all field
wires and lamp wires independently to the block with separate screws. The terminals to
which field wires are attached shall be permanently identified to facilitate field work.
Each face shall be protected with a removable visor. The visor shall be tunnel type
unless noted otherwise in the Contract. Tunnel, cap, and cut away type visors shall be
molded using ultraviolet and heat stabilized polycarbonate plastic or be constructed of
0.050-inch corrosion resistant aluminum material throughout as specified in the Contract,
or as ordered by the Engineer in accordance with Section 1-04.4. Visors shall be flat
black in color inside and shall be flat black or dark green on the outside. Visors shall
have attaching ears for installation to the housing door. The signal display shall have
square doors. End caps shall be made from aluminum or plastic material and shall be
installed with fittings to provide a watertight seal. A bead of silicone sealant shall be
applied around the perimeter of all top end cap openings prior to installation of the end
cap assembly. Plastic end caps shall utilize a threaded stud with seal and wing nut. Plastic
end caps utilizing a metal screw that may damage the cap if overtightened will not be
allowed. Plastic end caps shall have the same color as the signal housing.
9-29.16(2)c louvered Visors
Where noted in the Contract, louvered tunnel visors shall be furnished and installed.
Directional, Geometrically Programmed louvers shall be constructed to have a snug fit
in the signal visor. Louvers shall be flat black, constructed of aluminum or ABS and
polycarbonate plastic. Dimensions and arrangement of louvers shall be as shown in
the Contract.
9-29.16(2)D Back Plates
Back plates shall be furnished and attached to the signal heads. Back plates shall be
constructed of 5-inch wide .050-inch thick corrosion resistant flat black finish, louvered
aluminum or as specified in the Contract.
9-29.16(2)E Painting Signal heads
Traffic signal heads shall be finished with two coats of factory applied dark green
(Federal Standard 595) baked enamel or shall be finished with a dark green oven baked
powder coating comprised of resins and pigments. Aluminum end caps shall be painted
to match the color of the signal housing.
9-29.16(3) Polycarbonate Traffic Signal Heads
Polycarbonate signal heads shall be provided only when specifically identified in
the Contract. With the exception of top and bottom bracket mountings, polycarbonate
signal heads shall be installed with approved reinforcing plates located in signal sections
adjacent to the mounting hardware.
9-29.16(3)A 8-inch Polycarbonate Traffic Signal Heads
Polycarbonate employed in traffic signal fabrication shall tolerate an elongation
prior to break in excess of 90 percent. The green color shall be molded throughout the
head assembly. Glass lenses shall be employed in the signal heads. The optical system
shall be of the fixed focus type for 67 to 69 watt bulbs. The entire optical system shall
be sealed by a single neoprene gasket. Alzak aluminum reflectors will be permitted in
polycarbonate traffic signal head assemblies. The signal head shall be formed to be used
with standard signal head mounting accessories. The optical system shall be consistent
with ITE requirements. All hinge pins, latch assemblies and reflector assemblies shall
conform to 9-29.16(2)B.
Page 9-182 2010 Standard Specifications M 41-10
9-29 IlluMINATION, SIGNAl, ElEcTRIcAl
9-29.16(3)B 12-inch Polycarbonate Traffic Signal Heads
Twelve inch polycarbonate signal heads shall conform to all requirements of the
8-inch polycarbonate signal heads except the optical system shall be designed for a
1750 lumen traffic signal lamp.
9-29.17 Signal head Mounting Brackets and Fittings
Vehicle and pedestrian signal head mountings shall be as detailed in the Standard
Plans. Material requirements for signal head mounts are as follows:
Aluminum
1. Hinge fittings for Type E mount.
2. Arms and slotted tube fittings for Type N mount.
3. Tube clamp and female clamp assembly for Type N mount.
Bronze
1. Terminal compartments for Type A, B, C, F, H, and K mounts.
2. Collars for Type C, D, and F mounts.
3. Ell fittings for Type L and LE mounts.
4. Plumbizer for type M mounts
5. Messenger hanger and wire entrance fittings for Type P, Q, R, and S mounts.
6. Balance adjuster for Type Q, R, and S mounts.
Galvanized Steel
1. Washers for Type A, B, C, D, F, H, and K mounts.
2. Fasteners for Type A, B, E, H, and K mounts.
Stainless Steel
1. All set screws and cotter Keys.
2. Bands for Type N mount.
3. Hinge pins for Type E mount.
4. Bolts, nuts and washers for Type M mount.
5. Bolt, nut and washers for Type L mount.
6. Bolts, nuts, washers, and screw buckle swivels.
Steel
1. Center pipes, nipples, elbow and tee fittings for Type A, B, C, F, H, and K
mounts.
2. Multi-head mounting assemblies and spider assemblies for Type Q, R, and S
mounts.
3. Nipples for Type L, LE, P, Q, R, and S mounts.
Fittings for Type N mounts shall be installed unpainted. All other hardware for
other mounts shall be painted with two coats of factory applied traffic signal green baked
enamel.
Pins for messenger hanger fittings shall be a minimum of ½-inch in diameter.
Terminal compartments for Type A, B, C, F, H, and K mounts shall contain a
12 section terminal block.
9-29.18 Vehicle Detector
Induction loop detectors and magnetometer detectors shall comply with current
NEMA Specifications when installed with NEMA control assemblies and shall
comply with the current California Department of Transportation document entitled
“Transportation Electrical Equipment Specifications,” specified in Section 9-29.13(7)
when installed with Type 170 2070, 2070 Lite, ITS/ATC control assemblies.
2010 Standard Specifications M 41-10 Page 9-183
IlluMINATION, SIGNAl, ElEcTRIcAl 9-29
9-29.18(1) Induction loop Detectors
When required in the Contract, amplifier units shall be provided with supplemental
timing features identified as follows:
1. Delay Timing. When delay timing is required, the unit shall delay detector
output for up to 15 seconds minimum, settable in one second maximum
intervals.
2. Delay Timing With Gate. When delay timing with gate is required, the unit
shall provide delay timing features as noted above with the additional capability
of inhibiting delay timing when an external signal is applied.
3. Extension Timing. When extension timing is required, the unit shall extend the
detector output for up to 7 seconds minimum, settable in 0.5 second minimum
intervals.
4. Delay and Extension Timing With Gate. When delay and extension timing with
gate is required, the unit shall provide both delay and extension timing features
as noted above with the additional capability of inhibiting delay while enabling
extension upon application of an external signal. Without external signal, the
unit shall inhibit extension and enable delay.
9-29.18(2) Magnetometer Detectors
Magnetometer detector units and sensors shall conform to the following
Specifications:
1. Operation. The magnetometer detector unit shall respond to changes in the
earth’s local magnetic field caused by the passage of a vehicle containing iron
or steel over the sensor unit.
2. Environmental Requirements. Satisfactory operation shall be attained over the
ambient temperature range from -30○F to 160○F. Operation shall be unaffected
by temperature change, water, ice, pavement deterioration, or electromagnetic
noise.
3. Modes of Operation. Each detector channel shall be capable of functioning in
any of four front-panel selectable modes:
a. Presence. Time of detection shall be unlimited.
b. Extended Presence. The detection output shall extend for a timer set value
of up to 5 seconds after the detection zone has cleared.
c. Pulse. A single 30 to 50 millisecond pulse will be generated per detection
actuation.
d. Inhibited Pulse. The detection output will be inhibited for a time set value
of up to 5 seconds after the detection zone has cleared.
4. Response Time. Pick up and drop out times shall be consistently within
10 milliseconds.
5. Approach Speed. The unit shall be capable of detecting vehicles traveling from
0 to 80 miles per hour.
6. Sensor Probes. Each channel of the detector unit shall be capable of operating
up to three sensing probes.
9-29.19 Pedestrian Push Buttons
Where noted in the Contract, pedestrian push buttons of substantially tamper-proof
construction shall be furnished and installed. They shall consist of a 2-inch nominal
diameter plunger and a momentary contact switch assembled with the push button sign
shown in the plans. The switch may have magnetic, or piezoelectric switch, or actuated
by a three bladed beryllium copper spring, and shall be rated 10 amperes, 125 volts.
Page 9-184 2010 Standard Specifications M 41-10
9-29 IlluMINATION, SIGNAl, ElEcTRIcAl
The plunger may have an LED to indicate that a pedestrian call has been registered.
The pedestrian push-button assembly shall be constructed and mounted as detailed
in the Contract.
9-29.20 Pedestrian Signals
Pedestrian signals shall be either neon-grid type, or LED as specified in the Contract.
Pedestrian signals shall conform to ITE Standards (Standard for Adjustable Face
Pedestrian Signal Heads, 1975).
The Pedestrian signal heads shall be on the QPL or A Certificate of Compliance shall
be submitted by the manufacturer with each type of signal head. The certificate shall state
that the lot of pedestrian signal heads meets the following requirements:
A. All pedestrian signal heads shall be Neon Grid type or Light Emitting Diode
(LED) or LED Walk/Don’t Walk module.
B. All pedestrian displays shall comply with ITE publication ST 011B, VTCSH2
or current ITE Specification, and the current draft or adopted Caltrans
pedestrian LED displays and following requirements:
(1) All pedestrian signals supplied to any one project shall be from the same
manufacturer and type but need not be from the same manufacturer as the
vehicle heads.
(2) Word messages, when specified, shall provide letters a minimum of
4½-inches high. Symbol messages, when specified, shall be a minimum of
12-inches high and 7-inches in width.
(3) Housings shall be green polycarbonate or die-cast aluminum and the
aluminum housings shall be painted with two coats of factory applied
traffic signal green enamel (Federal Standard 595). All hinges and latches
and interior hardware shall be stainless steel.
9-29.20(1) lED Pedestrian Displays
Optical units for traffic signal displays shall conform to the following:
1. Light emitting diode (LED) light sources are required for 12-inch Portland
Orange Hand and may be installed for the Lunar White Walking Man. LED
displays shall conform to the following:
a. Wattage (Maximum): 12-inch Portland Orange Hand 15 watts 12-inch
Lunar White walking Man 15 watts
b. Voltage: The operating voltages shall be between 85 VAC and 135 VAC.
c. Temperature: Temperature range shall be -35○ F to +165○ F.
d. LEDs shall be driven at no more than 50% of their rated amperage.
e. 12-inch Portland Orange Hand Circuit Configuration:
1. LEDs shall be connected to form multiple series circuits, with a
minimum of 2 circuits. All series circuits shall be interconnected at
intervals forming subcircuits not exceeding 15 LEDs each. These
subcircuits shall limit the number of extinguished LEDs to no more
than 10% of the total on the display in the event of a single LED
failure.
f. 12-inch Lunar White Walking Man 1 Circuit Configuration: LEDs shall be
connected to form multiple series circuits, with a minimum of 1 circuits.
All series circuits shall be interconnected at intervals forming subcircuits
not exceeding 15 LEDs each. These subcircuits shall limit the number of
extinguished LEDs to no more than 10% of the total on the display in the
event of a single LED failure.
2010 Standard Specifications M 41-10 Page 9-185
IlluMINATION, SIGNAl, ElEcTRIcAl 9-29
g. Color testing shall be conducted after 30 minutes of continuous operation.
h. LED pedestrian heads shall be supplied with Z crate visors. Z crate visors
shall have 21 members at 45 degrees and 20 horizontal members.
9-29.20(2) Neon Grid Type
Neon grid pedestrian heads shall be solid state type and shall be supplied with
Z crate visors. Z crate visors shall have 21 members at 45 degrees and 20 horizontal
members.
Neon tubing shall be enclosed and shock-mounted inside a rugged plastic module.
The unit shall be 1½-inches deep. Members shall be constructed of 0.03-inch thick black
polycarbonate plastic.
A combination switch/fuse holder shall be provided for each transformer. Each unit
shall provide a grounding terminal.
Transformers shall provide recessed secondary contacts and integral Pyrex glass
electrode housing.
9-29.21 Flashing Beacon
Flashing beacons shall be installed as detailed in the Plans, as specified in the
Special Provisions, and as described below:
Controllers for flashing beacons shall be as specified in Section 9-29.15.
Beacons shall consist of single section, 8-inch or 12-inch traffic signal heads, three
or four-way adjustable, meeting all of the applicable requirements of Section 9-29.16.
Displays (red or yellow) may be either LED type or incandescent. 12-inch yellow
displays shall be dimmed 50% after dark.
Mounting brackets, mountings, and installation shall meet all applicable
requirements of Section 9-29.17.
Lenses shall be either red or amber, glass or polycarbonate as noted in the Plans.
9-29.22 Vacant
9-29.23 Vacant
9-29.24 Service cabinets
In addition to the requirements for service cabinets indicated in the Contract, the
following requirements shall apply:
A. All electrical conductors, buss bars, and conductor terminals shall be copper.
Conductor insulation shall be either THW, XHHW, USE, or SIS.
B. If field wiring larger than that which the contactors or breakers will
accommodate is required by the Contract, a terminal board shall be supplied for
use as a splicing block.
C. The minimum size of all other load carrying conductors used within the service
cabinets shall be based on the National Electrical Code ampacity tables for not
more than three conductors in a raceway or cable.
D. Type B, B Modified, C, D, and E Cabinets shall have ventilation louvers on
the lower sides complete with screens. Type D, and E shall also have rain-tight
cabinet vents with screens at the top. Cabinet vents shall be gasketed.
E. The Type B modified cabinets shall have one future use double pole circuit
breaker. Type D, and E cabinets shall have two future use double pole circuit
breakers. The dead front cover shall have cutouts with for all circuits. The
receptacle shall be ground fault interrupter equipped.
Page 9-186 2010 Standard Specifications M 41-10
9-29 IlluMINATION, SIGNAl, ElEcTRIcAl
F. The minimum size of control circuit conductors used in service cabinets shall
be 14 AWG stranded copper.
All electrical contactors shall have the loadside terminals toward the front (door
side) of the service cabinet.
G. The lighting contactors used shall be specifically rated for tungsten fluorescent
and mercury arc lamp loads.
H. All service enclosures shall be fabricated from steel or aluminum. If aluminum,
they shall be fabricated from 0.125-inch (minimum) 5052 H 32 ASTM
designator or B209 aluminum. If steel, they shall be fabricated from 12 gage
(minimum) steel, hot dipped galvanized per AASHTO M 111.
I. All doors and dead front panels installed in service cabinets shall incorporate
a hinge placed in a vertical plane. Service doors shall be sealed with closed
cell gasket material. The side opposite the hinge shall be secured with quarter
turn screws or slide latch. No electrical devices shall be connected to the dead
front panel. However, every switch serviced through the dead front panel shall
be appropriately identified with its respective circuit designation by means
of a screwed or riveted engraved name plate. Such circuit identification shall
be submitted for approval together with the appropriate fabrication drawings.
Dead front panels shall be intended to provide security only to the switching
segment of the service enclosure and shall not cover the electrical contactor
portion.
J. A typed index of all circuits shall be mounted on the cabinet door. Each index
shall show an entire panel section without folding. Index holders shall have
metal returns on the sides and bottom. A schematic of the main panel, any
subpanels, circuits, and control circuits shall be provided. The schematic shall
be plastic coated and secured in a metal holder.
9-29.24(1) Vacant
9-29.24(2) Electrical circuit Breakers and contactors
Lighting contactors shall be rated 240 volts maximum line to line, or 277 volt
maximum line to neutral voltage for tungsten and ballasted lamp loads on 120/240/277
volt circuits, whichever is applicable, or they shall be rated 480 volt maximum line to line
voltage for higher than 277 volt circuited tungsten or ballasted lamp loads.
As an alternate to the lighting contactor, the Contractor may furnish a double contact
mercury relay. The relay ampere rating shall equal or exceed the rating noted in the
Contract. The relay shall be normally open and shall be rated for up to 480 VAC resistive.
The unit shall have a molded coil enclosure rated for 120 VAC. The contacts shall be
evacuated, backfilled with an inert gas and shall be hermetically sealed. The electrode
shall be one piece with Teflon wear rings on the internal plunger assembly. All contact
terminals and coil connection clamps shall be U.L. approved.
Circuit breakers shall be 240 or 277 volt maximum rated for 120/240/277 volt
circuits, whichever is applicable, and shall have an interrupting capacity (R.M.S.
— symmetrical) of not less than 10,000 amperes. They shall have not less than 480
volt rated for circuits above 277 volts and shall have an interrupting capacity (R.M.S. —
symmetrical) of not less than 14,000 amperes. Circuit breakers shall be bolt-on type.
2010 Standard Specifications M 41-10 Page 9-187
IlluMINATION, SIGNAl, ElEcTRIcAl 9-29
9-29.25 Amplifier, Transformer, and Terminal Cabinets
Amplifier, terminal, and transformer cabinets shall conform to the Contract, NEMA
4 requirements and the following:
1. All cabinets shall be constructed of welded 14 gage (minimum) hot dipped
galvanized sheet steel, 14 gage, minimum type 316 stainless steel or 0.125-
inch, minimum 5052 alloy aluminum H32 ASTM designator minimum.
2. Nominal cabinet dimensions shall be:
Depth Height Width
a. Terminal 8″ 16″ 12″
b. Terminal 8″ 24″ 18″
c.Transformer Up to 3.0 KVA 12″ 18″ 18″
Transformer 23.1 to 12.5 KVA 20″ 40″ 24″
Transformer 12.6 to 35 KVA 30″ 60″ 32″
3. Cabinet doors shall be gasketed with a one-piece closed cell neoprene gasket
and shall have a stainless steel piano hinge. The door shall also be provided
with a three point latch and a spring loaded construction core lock capable of
accepting a Best six pin CX series core. The locking mechanism shall provide
a tapered bolt. The Contractor shall supply construction cores with two master
keys. The keys shall be delivered to the engineer.
4. All seams shall be continuously welded.
5. All cabinets shall provide a door flange.
6. Transformer cabinets shall provide a 9 square inch minimum louvered vent.
7. One spare 12-position terminal block shall be installed in each terminal cabinet
and amplifier cabinet.
8. Each Terminal, Amplifier and Transformer cabinet shall have ⅛-inch drain
holes in back corners.
9. Mounting shall be as noted in the Contract.
10. Transformer cabinets shall have two separate compartments, one for the
transformer and one for the power distribution circuit breakers. Each
compartment shall be enclosed with a dead front. Each breaker shall be labeled
with the device name.
Page 9-188 2010 Standard Specifications M 41-10
9-30 WATER DISTRIBuTION MATERIAlS
9-30 WATER DISTRIBuTION MATERIAlS
This Specification addresses pipe and appurtenances 16-inches in diameter and
smaller. Water distribution material incorporated in the Work shall be new.
The Contractor shall provide to the Engineer the names of the manufacturer(s) of
the water distribution materials proposed for inclusion in the Work, which materials
shall conform in every respect to these Specifications. If so required by the Special
Provisions, the Contractor shall provide to the Engineer in addition to the names of
the manufacturer(s) of the water distribution materials, a Manufacturer’s Certificate of
Compliance meeting the provisions of Section 1-06.3, for the materials proposed for
inclusion in the Work. As used in this Specification, the term “lot of material delivered to
the Work” shall mean a shipment of the water distribution materials as it is delivered to
the Work.
The Engineer shall have free access to all testing and records pertaining to material
to be delivered to the job site. The Engineer may elect to be present at any or all material
testing operations.
9-30.1 Pipe
All pipe shall be clearly marked with the manufacturer’s name, type, class, and
thickness as applicable. Lettering shall be legible and permanent under normal conditions
of handling and storage.
9-30.1(1) Ductile Iron Pipe
1. Ductile iron pipe shall be centrifugally cast and meet the requirements of
AWWA C151. Ductile iron pipe shall have a cement mortar lining meeting
the requirements of AWWA C104. Ductile iron pipe to be joined using bolted
flanged joints shall be Standard Thickness Class 53. All other ductile iron
pipe shall be Standard Thickness Class 50 or the thickness class as shown in
the Plans.
2. Nonrestrained joints shall be rubber gasket, push on type, or mechanical type
meeting the requirements of AWWA C111.
3. Restrained joints shall be as specified in Section 9-30.2(6).
9-30.1(2) Polyethylene Encasement
Polyethylene encasement shall be tube-form meeting the requirements of ANSI/
AWWA C105 and shall be high-density, cross-laminated polyethylene film, natural or
black color.
9-30.1(3) Vacant
9-30.1(4) Steel Pipe
9-30.1(4)A Steel Pipe (6-inches and Over)
Steel pipe 6-inches in diameter and larger shall conform to AWWA C200. The type
of protective coating and lining and other supplementary information required by AWWA
C200 shall be included in the Special Provisions.
9-30.1(4)B Steel Pipe (4-inches and under)
Steel pipe 4-inches in diameter and smaller shall be hot-dip galvanized inside and
out and meet the requirements of ASTM A 53.
2010 Standard Specifications M 41-10 Page 9-189
WATER DISTRIBuTION MATERIAlS 9-30
9-30.1(5) Polyvinyl chloride (PVc)
9-30.1(5)A Polyvinyl chloride (PVc) Pipe (4-inches and Over)
PVC pipe for water mains shall meet the requirements of ANSI/AWWA C900 or
ANSI/AWWA C905. PVC pipe shall have the same outside dimensions as ductile iron
pipe. PVC pipe for distribution pipelines shall be a minimum of SDR 18. Pipe shall be
listed by Underwriters’ Laboratories, Inc.
PVC pipe shall be considered flexible conduit. Joints shall meet the requirements
of ASTM D 3139 using a restrained rubber gasket conforming to ASTM F 477. Solvent
welded pipe joints are not permitted.
9-30.1(5)B Polyvinyl chloride (PVc) Pipe (under 4-inches)
Polyvinyl chloride (PVC) under 4-inches shall meet the requirements of ASTM
D 2241. Pipe material shall be PVC 1120, PVC 1220, or PVC 2120, and shall have
minimum wall thickness equal or greater than a standard dimension ratio (SDR) of 21.
Pipe shall bear the National Sanitation Foundation Seal for use to transport potable water.
Pipe shall be considered flexible conduit. Joints shall meet the requirements of ASTM
D 3139 using a restrained rubber gasket meeting the requirements of ASTM F 477.
9-30.1(6) Polyethylene (PE) Pressure Pipe (4-inches and Over)
PE pressure pipe for water mains shall meet the requirements of ANSI/AWWA
C906. Pipe materials shall be high-density polyethylene PE3408 conforming to a
minimum cell class 345464 C, D or E per ASTM D 3350. Pipe diameter shall be either
iron pipe size per Table 3 and Table 5 of ANSI/AWWA C906. Pipe pressure class shall be
as listed in Table 9 of ANSI/AWWA C906 for DR 9 PE3408 material.
9-30.2 Fittings
Bolts, nuts, and washers used for securing fittings shall be of similar materials.
Steel bolts shall meet the requirements of ASTM A 307 or ASTM F 568 for carbon
steel or ASTM F 593 or ASTM F 738 for stainless steel. Nuts shall meet the
requirements of ASTM A 563 or ASTM A 563 for carbon steel or ASTM F 594 or
ASTM F 836 for stainless steel. Iron bolts and nuts shall meet the requirements of
ASTM A 536, grade 65-45-12.
9-30.2(1) Ductile Iron Pipe
Fittings for ductile iron pipe shall meet the requirements of AWWA C110 or AWWA
C153. Joints shall meet the requirements of AWWA C111. Fittings shall be cement
mortar lined, meeting the requirements of AWWA C104. Gaskets for flat faced or raised
faced flanges shall be ⅛-inch thick neoprene having a durometer of 60 plus or minus
5 or 1⁄16 cloth inserted. The type, material, and identification mark for bolts and nuts shall
be provided.
9-30.2(2) Vacant
9-30.2(3) Vacant
9-30.2(4) Steel Pipe
9-30.2(4)A Steel Pipe (6-inches and Over)
Fittings for steel pipe 6-inches and larger shall be bell and spigot or welded to match
the pipe joints. Welded joints shall conform to AWWA C206. Field couplings shall be
bolted, sleeve-type for plain-end pipe conforming to AWWA C219. Expansion joints shall
be fabricated steel mechanical slip-type conforming to AWWA C221.
When flanges are required, they shall conform to AWWA C207. Linings and
coatings for fittings shall be the same as specified for the adjacent pipe.
Page 9-190 2010 Standard Specifications M 41-10
9-30 WATER DISTRIBuTION MATERIAlS
9-30.2(4)B Steel Pipe (4-inches and under)
Fittings for steel pipe 4-inches and under shall be malleable iron threaded type with
a pressure rating of 150 psi. Dimensions shall meet the requirements of ANSI B16.3.
Threading shall meet the requirements of ANSI B2.1. Material shall meet requirements
of ASTM A 47M, Grade 32510. Fittings shall be banded and hot-dip galvanized inside
and out.
9-30.2(5) Polyvinyl chloride (PVc) Pipe
9-30.2(5)A Polyvinyl chloride (PVc) Pipe (4-inches and Over)
Fittings for PVC pipe shall be the same as specified for ductile iron pipe.
9-30.2(5)B Polyvinyl chloride (PVc) Pipe (under 4-inches)
Fittings for PVC pipe under 4-inches shall meet the requirements of ASTM D 2466.
9-30.2(6) Restrained Joints
The restraining of ductile iron pipe, fittings, and valves shall be accomplished by the
use of either a bolted or boltless system. Any device utilizing round point set screws shall
not be permitted.
All couplings installed underground to connect ductile iron or PVC pipe shall be
manufactured of ductile iron.
9-30.2(7) Bolted, Sleeve-Type couplings for Plain End Pipe
Bolted, sleeve-type couplings, reducing or transition couplings, and flanged coupling
adapters used to join plain-end pipe shall meet the requirements of AWWA C219. Buried
couplings to connect ductile iron, gray cast iron, or PVC pipe shall be ductile iron. Buried
couplings for connecting steel pipe to steel pipe shall be steel.
9-30.2(8) Restrained Flexible couplings
Restrained flexible couplings shall be locking type couplings in accordance with the
Plans or Special Provisions. Any couplings that utilize set screws tightened against the
outside pipe wall are not acceptable. Coupling shall be epoxy coated.
9-30.2(9) Grooved and Shouldered Joints
Grooved and shouldered joints shall conform to AWWA C606. Rigid or flexible
grooved or shouldered joints shall be as specified in the Special Provisions.
9-30.2(10) Polyethylene (PE) Pipe (4-inches and Over)
Fittings for PE pipe shall meet the requirement of ANSI/AWWA C906. Pipe material
shall be high-density polyethylene PE3408 conforming to minimum cell class 345464
C, D or E per ASTM D 3350. Pipe diameter shall be either iron pipe size per Table 3 and
Table 5 of ANSI/AWWA C906 or ductile iron pipe size per Table 7 and Table 8 of ANSI/
AWWA C 906. Pipe pressure class shall be as listed in Table 9 of ANSI/AWWA C 906 for
DR 9 PE3408 material.
9-30.2(11) Fabricated Steel Mechanical Slip-Type Expansion Joints
Fabricated steel mechanical slip-type expansion joints shall meet the requirements
of ANSI/AWWA C 221. Buried Expansion joints to connect ductile iron or PVC pipe
shall be ductile iron. Buried expansion joints for connecting steel pipe to steel pipe shall
be steel.
2010 Standard Specifications M 41-10 Page 9-191
WATER DISTRIBuTION MATERIAlS 9-30
9-30.3 Valves
Valves shall be provided with hand wheels or operating nuts as designated. Where
operating nuts are called for, a standard 2-inch operating nut shall be furnished. Valves
shall be nonrising stem type, open counterclockwise, and be equipped with an O ring
stuffing box.
9-30.3(1) Gate Valves (3-inches to 16-inches)
Gate valves shall meet the requirements of AWWA C509 or AWWA C515.
Gate valves 16-inches in size shall be arranged for operation in the horizontal position
by enclosed bevel gearing.
The Contractor shall provide an affidavit of compliance stating that the valve
furnished fully complies with AWWA C509 or AWWA C515.
9-30.3(2) Vacant
9-30.3(3) Butterfly Valves
Butterfly valves shall be rubber seated and shall meet the requirements of AWWA
C504, Class 150B. Butterfly valves shall be suitable for direct burial.
Valve operators shall be of the traveling nut or worm gear type, sealed, gasketed, and
permanently lubricated for underground service. Valve operators shall be constructed to
the standard of the valve manufacturer to withstand all anticipated operating torques and
designed to resist submergence in ground water.
The Contractor shall provide an affidavit of compliance stating that the valve
furnished fully complies with AWWA C504.
9-30.3(4) Valve Boxes
Valve boxes shall be installed on all buried valves. The box shall be of cast iron,
two piece slip type standard design with a base corresponding to the size of the valve.
The box shall be coal tar painted by the manufacturer using its standard. The cover shall
have the word “WATER” cast in it.
9-30.3(5) Valve Marker Posts
Posts shall have a 4-inch minimum square section and a minimum length of
42-inches, with beveled edges and shall contain at least one No. 3 bar reinforcing steel.
The exposed portion of the marker posts shall be coated with two coats of concrete
paint in a color selected by the Contracting Agency.
The size of the valve and the distance in feet and inches to the valve shall be
stenciled on the face of the post, using black paint and a stencil which will produce letters
2-inches high.
9-30.3(6) Valve Stem Extensions
Valve stem extensions shall have a 2-inch square operating nut and self-centering
rockplate support. Valves with an operating nut more than 4-feet below grade shall have a
valve stem extension to raise the operating nut to within 36-inches of the ground surface.
9-30.3(7) combination Air Release/Air Vacuum Valves
Combination air release/air vacuum valves shall be designed to operate with potable
water under pressure to permit discharging a surge of air from an empty line when
filling and relieve the vacuum when draining the system. The valves shall also release an
accumulation of air when the system is under pressure. This shall be accomplished in a
single valve body designed to withstand 300 psi.
Page 9-192 2010 Standard Specifications M 41-10
9-30 WATER DISTRIBuTION MATERIAlS
The body and cover shall be cast iron conforming to ASTM A 48, Class 30. Floats
shall be stainless steel conforming to ASTM A 240 and designed to withstand 1,000 psi.
Seats shall be Buna N rubber. Internal parts shall be stainless steel or bronze.
9-30.3(8) Tapping Sleeve and Valve Assembly
Tapping valves shall be furnished with flanged inlet end connections. The outlet
ends shall conform in dimensions to the AWWA Standards for hub or mechanical joint
connections, except that the outside of the hub shall have a large flange for attaching a
drilling machine. The seat opening of the valve must permit a diameter cut no less than
½-inch smaller than the valve size. Valves specifically designed for tapping meeting the
requirements of AWWA C500, and valves meeting the requirements of AWWA C509,
will be permitted. Tapping valves shall be of the same type as other valves on the project.
Tapping sleeves shall be cast iron, ductile iron, stainless steel, epoxy coated steel, or other
approved material.
9-30.4 Vacant
9-30.5 hydrants
Fire hydrants shall conform to AWWA C502 and shall be of standard manufacture
and of a pattern approved by the Contracting Agency.
9-30.5(1) End connections
The end connections shall be mechanical joint or flanged, meeting the requirements
of AWWA C110 and C111.
9-30.5(2) hydrant Dimensions
Hydrant connection pipes shall be 6-inches inside diameter with 6-inch auxiliary
gate valves. Barrels shall have a 7-inch minimum inside diameter. Hydrant length,
measured from the bottom of the hydrant to the sidewalk ring, shall provide proper
cover at each installed location. Valve openings shall be 5¼-inches minimum diameter.
Hydrants shall have two 2½-inch hose nozzles and one pumper nozzle to match
Contracting Agency’s connection requirements.
Nozzles shall be fitted with cast iron threaded caps with operating nuts of the
same design and proportions as the hydrant stem nuts. Caps shall be threaded to fit the
corresponding nozzles and shall be fitted with suitable neoprene gaskets of positive water
tightness under test pressures. The direction of opening shall be counterclockwise and
shall be clearly marked on the operating nut or hydrant top. Hydrants shall be with O ring
stem seals. The hydrant shall be painted with two coats of paint to match the owner’s
existing hydrants.
9-30.5(3) hydrant Extensions
Hydrant extensions shall have a 6¾-inch minimum inside diameter and shall be gray
cast iron or ductile iron and shall conform to the AWWA Standards for such castings.
The drillings of the connecting flanges on the extensions shall match the drillings of the
flanges on the hydrant.
Hydrant extensions shall also include the necessary hydrant operating
stem extensions.
9-30.5(4) hydrant Restraints
Shackle rods shall be ¾-inch diameter with threaded ends, and shall be ASTM A 36
steel. Shackle rods shall be coated with two coats of asphalt varnish. If a restrained joint
system is used, it shall meet the requirements of Section 9-30.2(6).
2010 Standard Specifications M 41-10 Page 9-193
WATER DISTRIBuTION MATERIAlS 9-30
9-30.5(5) Traffic Flange
Hydrants shall be provided with a traffic flange and shall be equipped with breaking
devices at the traffic flange which will allow the hydrant barrel to separate at this point
with a minimum breakage of hydrant parts in case of damage. There shall also be
provided at this point, a safety stem coupling on the operating stem that will shear at the
time of impact.
9-30.5(6) Guard Posts
Guard posts for hydrants shall be provided where shown in the Plans. Guard posts
shall be reinforced concrete having a compressive strength of 3,500 psi and shall be
6-feet in length by 9-inches in diameter. Reinforcing shall consist of a minimum of
five No. 3 deformed steel bars.
9-30.6 Water Service connections (2-inches and Smaller)
9-30.6(1) Saddles
Saddles shall be ductile iron, bronze, brass, or stainless steel.
Saddles used for ¾-inch and 1-inch services shall be single strap and may be either
AWWA tapered thread or female iron pipe thread outlet. Saddles used for 1½-inch and
2-inch services shall be double strap and shall be female iron pipe thread outlet. Saddles
used on PVC pipe shall be formed for PVC pipe and have flat, stainless steel straps.
9-30.6(2) corporation Stops
Corporation stops shall be made of bronze or brass alloy.
Corporation stops for direct tapping shall have AWWA tapered thread inlet and an
outlet connections compatible with either copper or polyethylene tubing.
Corporation stops used with ¾-inch and 1-inch outlet saddles shall have either
AWWA tapered thread or male iron pipe thread inlets and outlet connections compatible
with either copper or polyethylene tubing. Thread patterns for the saddle outlet and
corporation stop inlet shall be the same.
Corporation stops used with 1½-inch and 2-inch outlet saddles shall have male iron
pipe thread inlets and outlet connections compatible to connecting service pipes or have
male iron pipe thread outlets.
9-30.6(3) Service Pipes
9-30.6(3)A copper Tubing
Copper pipe or tubing shall be annealed, seamless, and conform to the requirements
of ASTM B 88, Type K rating.
9-30.6(3)B Polyethylene Tubing
Polyethylene tubing shall meet the requirements of AWWA C901. Tubing shall be
high molecular mass with a 200 psi rating. Tubing used for ¾-inch and 1-inch shall be
either SIDR 7 (iron pipe size) or SDR 9 (copper tube size). Tubing used for 1½-inches
and 2-inches shall be SDR 9 (copper tube size).
9-30.6(4) Service Fittings
Fittings used for service connections shall be made of bronze or brass alloy.
Fittings used for copper tubing shall be either compressions or flare type.
Fittings used for polyethylene tubing shall be either compression or stab type. Stab
type fittings shall utilize an internal grip ring and O ring seal. Stainless steel liners shall
be used when utilizing compression fittings on polyethylene tubing.
Page 9-194 2010 Standard Specifications M 41-10
9-30 WATER DISTRIBuTION MATERIAlS
9-30.6(5) Meter Setters
Meter setters shall be manufactured and tested in accordance with all applicable
parts of AWWA C800.
Meter setters shall have an angle meter stop with drilled padlock wing, an angle
check valve, measure 12-inches in height, and shall have an inlet and outlet threads
compatible with fittings connecting to service pipes.
Meter setters for ⅝-inch by ¾-inch, ¾-inch, and 1-inch services shall have meter
saddle nuts for installation and removal of the meter.
Meter setters for 1½-inch and 2-inch services shall be equipped with a
locking bypass.
9-30.6(6) Bronze Nipples and Fittings
Bronze threaded nipples and fittings shall meet the requirements of ANSI B-16.15,
ASA 125 pound class.
9-30.6(7) Meter Boxes
Meter boxes and covers located in the non-traffic areas shall be constructed of either
reinforced concrete or high-density polyethylene. High-density polyethylene meter boxes
and covers shall have a tensile strength conforming to ASTM D 638. Meter box covers
shall include a reading lid.
Meter boxes located in traffic areas shall be constructed of reinforced concrete, cast
iron, or ductile iron. Traffic covers shall be constructed of aluminum, steel, cast iron, or
ductile iron. Meter boxes and covers shall be designed for H-20 loading.
2010 Standard Specifications M 41-10 Page 9-195
ElASTOMERIc BEARING PADS 9-31
9-31 ElASTOMERIc BEARING PADS
9-31.1 Requirements
Elastomeric bearing pads shall conform to the requirements of AASHTO M 251.
The elastomer shall not contain any form of wax.
All bearing pads shall be individually cast with fully molded edges. Corners and
edges of molded pads may be rounded at the option of the Contractor. Radius at corners
shall not exceed ⅜-inch, and radius of edges shall not exceed ⅛-inch.
Shims contained in laminated bearing pads shall be mill rolled steel sheets not less
than 20 gage in thickness with a minimum cover of elastomer on all edges of:
⅛-inch for pads less than or equal to 3-inches thick.
¼-inch for pads greater than 3-inches and less than or equal to 7-inches thick, and
½-inch for pads greater than 7-inches thick.
Steel shims shall conform to ASTM A 1011, Grade 36, unless otherwise noted.
The shims shall be spaced to divide the pad thickness into equal laminations. The
bond between the elastomer and metal shims shall be such that, when a sample is tested
for separation, failure shall occur within the elastomer and not between the elastomer and
the metal shim.
The shear modulus at 73ºF or the durometer hardness of the bearing pads shall be
as noted in the Contract. If durometer hardness is noted, the following shear modulus
shall be applicable for shear modulus testing purposes: 50 durometer - 112 psi,
60 durometer - 165 psi, 70 durometer - 250 psi. Elastomer shall be Grade 3.
Elastomeric bearing pads shall be manufactured with the following tolerances:
Overall vertical dimensions:
Design thickness 1¼-inches or less -0, +⅛-inch
Design thickness over 1¼-inches -0, +¼-inch
Overall horizontal dimensions:
36-inches and less -0, +¼-inch
Over 36-inches -0, +½-inch
Page 9-196 2010 Standard Specifications M 41-10
9-32 MAIlBOx SuPPORT
9-32 MAIlBOx SuPPORT
9-32.1 Steel Posts
The post shall be 2-inches outside diameter, 14 gage, mechanical tubing, and shall
conform to ASTM A 513. Galvanizing shall conform to G 90 coating as defined in ASTM
A 653, or an approved equal.
Any damage to galvanized paint surfaces shall be treated with two coats of paint
conforming to Section 9-08.1(2)B.
9-32.2 Bracket, Platform, and Anti-Twist Plate
The bracket, platform, and anti-twist plate shall be 16 gage sheet steel, conforming
to ASTM A 36.
9-32.3 Vacant
9-32.4 Wood Posts
Wood posts shall meet the requirements of Section 9-28.14(1) or Western Red Cedar.
9-32.5 Fasteners
Unless otherwise specified, bolts and nuts shall be commercial bolt stock, galvanized
in accordance with ASTM A 153. Washers, unless otherwise specified, shall be malleable
iron, or cut from medium steel or wrought iron plate. Washers and other hardware shall
be galvanized in accordance with AASHTO M 111.
9-32.6 Snow Guard
Snow guard shall be fabricated in accordance with ASTM F 1071 for expanded
metal bulkhead panel, to the dimensioning shown on the Standard Plan. After fabrication,
the snow guard shall be galvanized in accordance with AASHTO M 111.
9-32.7 Type 2 Mailbox Support
Type 2 mailbox supports shall be 2", 14 gage steel tube and shall meet the NCHRP
350 crash test criteria. Type 2 mailbox supports shall be installed in accordance with the
manufacturer’s recommendations.
9-32.8 concrete Base
The concrete in the concrete base shall meet or exceed the requirements of
Section 6-02.3(2)B.
9-32.9 Steel pipe
The requirements for commercially available, Schedule 40, galvanized steel pipe,
elbows, and couplings shall be met for all parts not intended to be bent or welded. Welded
and bent parts shall be galvanized after fabrication in accordance with AASHTO M 111.
9-32.10 u-channel Post
U-channel posts shall meet the requirements of ASTM A 29, weigh a minimum of
3 pounds per linear foot, and shall be galvanized according to AASHTO M 111.
2010 Standard Specifications M 41-10 Page 9-197
cONSTRucTION GEOSyNThETIc 9-33
9-33 cONSTRucTION GEOSyNThETIc
9-33.1 Geosynthetic Material Requirements
The term geosynthetic shall be considered to be inclusive of geotextiles, geogrids,
and prefabricated drainage mats.
Geotextiles, including geotextiles attached to prefabricated drainage core to form
a prefabricated drainage mat, shall consist only of long chain polymeric fibers or yarns
formed into a stable network such that the fibers or yarns retain their position relative
to each other during handling, placement, and design service life. At least 95 percent by
weight of the material shall be polyolefins or polyesters. The material shall be free from
defects or tears. The geotextile shall also be free of any treatment or coating which might
adversely alter its hydraulic or physical properties after installation.
Geogrids shall consist of a regular network of integrally connected polymer
tensile elements with an aperture geometry sufficient to permit mechanical interlock
with the surrounding backfill. The long chain polymers in the geogrid tensile elements,
not including coatings, shall consist of at least 95 percent by mass of the material of
polyolefins or polyesters. The material shall be free of defects, cuts, and tears.
Prefabricated drainage core shall consist of a three dimensional polymeric material
with a structure that permits flow along the core laterally, and which provides support to
the geotextiles attached to it.
The geosynthetic shall conform to the properties as indicated in Tables 1 through 8
in Section 9-33.2, and additional tables as required in the Standard Plans and Special
Provisions for each use specified in the Plans. Specifically, the geosynthetic uses included
in this section and their associated tables of properties are as follows:
Geotextile Geosynthetic Application Applicable
Property Tables
Underground Drainage, Low and Moderate Survivability,
Classes A, B, and C Tables 1 and 2
Separation Table 3
Soil Stabilization Table 3
Permanent Erosion Control, Moderate and High
Survivability, Classes A, B, and C
Tables 4 and 5
Ditch Lining Table 4
Temporary Silt Fence Table 6
Permanent Geosynthetic Retaining Wall Table 7 and Std. Plans
Temporary Geosynthetic Retaining Wall Tables 7 and 10
Prefabricated Drainage Mat Table 8
Table 10 will be included in the Special Provisions.
Geogrid and geotextile reinforcement in geosynthetic retaining walls shall conform
to the properties specified in the Standard Plans for permanent walls, and Table 10 for
temporary walls.
For geosynthetic retaining walls that use geogrid reinforcement, the geotextile
material placed at the wall face to retain the backfill material as shown in the Plans
shall conform to the properties for Construction Geotextile for Underground Drainage,
Moderate Survivability, Class A.
Page 9-198 2010 Standard Specifications M 41-10
9-33 cONSTRucTION GEOSyNThETIc
Thread used for sewing geotextiles shall consist of high strength polypropylene,
polyester, or polyamide. Nylon threads will not be allowed. The thread used to sew
permanent erosion control geotextiles, and to sew geotextile seams in exposed faces of
temporary or permanent geosynthetic retaining walls, shall also be resistant to ultraviolet
radiation. The thread shall be of contrasting color to that of the geotextile itself.
9-33.2 Geosynthetic Properties
9-33.2(1) Geotextile Properties
Table 1: Geotextile for underground drainage strength
properties for survivability.
Geotextile Property
ASTM Test
Method2
Geotextile Property Requirements1
Low Survivability Moderate Survivability
Woven Nonwoven Woven Nonwoven
Grab Tensile Strength,
in machine and
x-machine direction
D 4632 180 lb min. 115 lb min. 250 lb min. 160 lb min.
Grab Failure Strain,
in machine and
x-machine direction
D 4632 < 50%≥ 50%< 50%≥ 50%
Seam Breaking
Strength
D 46323 160 lb min. 100 lb min. 220 lb min. 140 lb min.
Puncture Resistance D 6241 370 lb min. 220 lb min. 495 lb min. 310 lb min.
Tear Strength,
in machine and
x-machine direction
D 4533 67 lb min. 40 lb min. 80 lb min. 50 lb min.
Ultraviolet (UV)
Radiation Stability
D 4355 50% strength retained min.,
after 500 hours in a xenon arc device
Table 2: Geotextile for underground drainage filtration properties.
Geotextile
Property
ASTM Test
Method2
Geotextile Property Requirements1
Class A Class B Class C
AOS D 4751 No. 40 max. No. 60 max. No. 80 max.
Water Permittivity D 4491 0.5 sec
-1 min. 0.4 sec
-1 min. 0.3 sec
-1 min.
2010 Standard Specifications M 41-10 Page 9-199
cONSTRucTION GEOSyNThETIc 9-33
Table 3: Geotextile for separation or soil stabilization.
Geotextile Property
ASTM Test
Method2
Geotextile Property Requirements1
Separation Soil Stabilization
Woven Nonwoven Woven Nonwoven
AOS D 4751 No. 30 max.No. 40 max.
Water Permittivity D 4491 0.02 sec
-1 min.0.10 sec-1 min.
Grab Tensile Strength,
in machine and
x-machine direction
D 4632 250 lb min. 160 lb min. 315 lb min. 200 lb min.
Grab Failure Strain,
in machine and
x-machine direction
D 4632 < 50%≥ 50%< 50%≥ 50%
Seam Breaking
Strength
D 46323 220 lb min. 140 lb min. 270 lb min. 180 lb min.
Puncture Resistance D 6241 495 lb min. 310 lb min. 620 lb min. 430 lb min.
Tear Strength, in
machine and
x-machine direction
D 4533 80 lb min. 50 lb min. 112 lb min. 79 lb min.
Ultraviolet (UV)
Radiation Stability
D 4355 50% strength retained min.,
after 500 hours in xenon arc device
Table 4: Geotextile for permanent erosion control and ditch lining.
Geotextile Property
ASTM
Test
Method2
Geotextile Property Requirements1
Permanent Erosion Control Ditch Lining
Moderate
Survivability
High
Survivability
Woven
Non
woven Woven
Non
woven Woven
Non
woven
AOS D 4751 See Table 5 See Table 5 No. 30 max.
Water Permittivity D 4491 See Table 5 See Table 5 0.02 sec
-1 min.
Grab Tensile
Strength, in machine
and x-machine
direction
D 4632 250 lb
min.
160 lb
min.
315 lb
min.
200 lb
min.
250 lb
min.
160 lb
min.
Grab Failure Strain,
in machine and
x-machine direction
D 4632 15%
-50%
≥ 50%15% -
50%
≥ 50%< 50%≥ 50%
Seam Breaking
Strength
D 46323 220 lb
min.
140 lb
min.
270 lb
min.
180 lb
min.
220 lb
min.
140 lb
min.
Puncture Resistance D 6241 495 lb
min.
310 lb
min.
620 lb
min.
430 lb
min.
495 lb
min.
310 lb
min.
Tear Strength,
in machine and
x-machine direction
D 4533 80 lb
min.
50 lb
min.
112 lb
min.
79 lb
min.
80 lb
min.
50 lb
min.
Ultraviolet (UV)
Radiation Stability
D 4355 70% strength retained min.,
after 500 hoursin xenon arc device
Page 9-200 2010 Standard Specifications M 41-10
9-33 cONSTRucTION GEOSyNThETIc
Table 5: Filtration properties for geotextile for permanent erosion control.
Geotextile
Property
ASTM Test
Method2
Geotextile Property Requirements1
Class A Class B Class C
AOS D 4751 No. 40 max. No. 60 max. No. 70 max.
Water Permittivity D 4491 0.7 sec
-1 min. 0.4 sec
-1 min. 0.2 sec
-1 min.
Table 6: Geotextile for temporary silt fence.
Geotextile Property
ASTM Test
Method2
Geotextile Property Requirements1
Unsupported
Between Posts
Supported Between
Posts with Wire or
Polymeric Mesh
AOS D 4751 No. 30 max. for slit wovens, No. 50 for all other
geotextile types, No. 100 min.
Water Permittivity D 4491 0.02 sec-1 min.
Grab Tensile Strength, in
machine and x-machine
direction
D 4632
180 lb min. in machine
direction, 100 lb min. in
x-machine direction
100 lb min.
Grab Failure Strain, in
machine and x-machine
direction
D 4632 30% max. at 180 lb or
more
Ultraviolet (UV)
Radiation Stability D 4355 70% strength retained min.,
after 500 hours in xenon arc device
9-33.2(2) Geotextile Properties For Retaining Walls and Reinforced Slopes
Table 7: Minimum properties required for geotextile reinforcement used in
geosynthetic reinforced slopes and retaining walls.
Geotextile Property ASTM Test Method2
Geotextile Property Requirements1
Woven Nonwoven
AOS D 4751 No. 20 max.
Water Permittivity D 4491 0.02 sec-1 min.
Grab Tensile
Strength, in machine
and x-machine
direction
D 4632 200 lb min.120 lb min.
Grab Failure Strain,
in machine and
x-machine direction
D 4632 < 50%≥ 50%
Seam Breaking
Strength D 46323,4 160 lb min.100 lb min.
Puncture Resistance D 6241 370 lb min.220 lb min.
Tear Strength,
in machine and
x-machine direction
D 4533 63 lb min.50 lb min.
Ultraviolet (UV)
Radiation Stability
D 4355 70% (for polypropylene and polyethylene)
and 50% (for polyester) Strength Retained
min., after 500 hours in a xenon arc device
2010 Standard Specifications M 41-10 Page 9-201
cONSTRucTION GEOSyNThETIc 9-33
9-33.2(3) Prefabricated Drainage Mat
Prefabricated drainage mat shall have a single or double dimpled polymeric core
with a geotextile attached and shall meet the following requirements:
Table 8: Minimum properties required for prefabricated drainage mats.
Geotextile Property ASTM Test Method2
Geotextile Property
Requirements1
AOS D 4751 No. 60 max.
Water Permittivity D 4491 0.4 sec-1 min.
Grab Tensile Strength, in machine
and x-machine direction D 4632 Nonwoven –
100 lb min.
Width Thickness D 5199 12 In. min.
0.4 In. min.
Compressive Strength at Yield D 1621 100 psi min.
In Plan Flow Rate
Gradient = 0.1,
Pressure = 5.5 psi
Gradient = 1.0,
Pressure = 14.5 psi
D 4716 5.0 gal./min./ft.
15.0 gal/min./ft.
1 All geotextile properties in Tables 1 through 8 are minimum average roll values (i.e., the test results for any sampled
roll in a lot shall meet or exceed the values shown in the table).
2 The test procedures used are essentially in conformance with the most recently approved ASTM geotextile test
procedures, except for geotextile sampling and specimen conditioning, which are in accordance with WSDOT Test
Methods T 914, Practice for Sampling of Geotextiles for Testing, and T 915, Practice for Conditioning of Geotextiles
for Testing, respectively. Copies of these test methods are available at the State Materials Laboratory P.O. Box
47365, Olympia, WA 98504-7365.
3 With seam located in the center of 8-inch long specimen oriented parallel to grip faces.
4 Applies only to seams perpendicular to the wall face.
9-33.3 Aggregate cushion of Permanent Erosion control Geotextile
Aggregate cushion for permanent erosion control geotextile, Class A shall meet
the requirements of Section 9-03.9(2). Aggregate cushion for permanent erosion control
geotextile, Class B or C shall meet the requirements of Section 9-03.9(3) and 9-03.9(2).
9-33.4 Geosynthetic Material Approval and Acceptance
9-33.4(1) Geosynthetic Material Approval
If the geosynthetic source material has not been previously evaluated, or is not
listed in the current WSDOT Qualified Products List (QPL), a sample of each proposed
geosynthetic shall be submitted to the State Materials Laboratory in Tumwater for
evaluation. Geosynthetic material approval will be based on conformance to the
applicable properties from the Tables in Section 9-33.2 or in the Standard Plans or
Special Provisions. After the sample and required information for each geosynthetic type
have arrived at the State Materials Laboratory in Tumwater, a maximum of 14 calendar
days will be required for this testing. Source approval shall not be the basis of acceptance
of specific lots of material delivered to the Contractor unless the roll numbers of the lot
sampled can be clearly identified as the rolls tested and approved in the geosynthetic
approval process.
For geogrid and geotextile products proposed for use in permanent geosynthetic
retaining walls or reinforced slopes that are not listed in the current QPL, the Contractor
shall submit test information and the calculations used in the determination of Tal
performed in accordance with WSDOT Standard Practice T 925, Standard Practice for
Determination of Long-Term Strength for Geosynthetic Reinforcement, to the State
Page 9-202 2010 Standard Specifications M 41-10
9-33 cONSTRucTION GEOSyNThETIc
Materials Laboratory in Tumwater for evaluation. The Contracting Agency will require
up to 30 calendar days after 1 receipt of the information to complete the evaluation.
The Contractor shall submit to the Engineer the following information regarding
each geosynthetic material proposed for use:
Manufacturer’s name and current address,
Full product name,
Geosynthetic structure, including fiber/yarn type,
Geosynthetic polymer type(s) (for temporary and permanent geosynthetic
retaining walls),
Proposed geosynthetic use(s), and
Certified test results for minimum average roll values.
9-33.4(2) Vacant
9-33.4(3) Acceptance Samples
When the quantities of geosynthetic materials proposed for use in the following
geosynthetic applications are greater than the following amounts, acceptance shall be by
satisfactory test report:
Application Geosynthetic Quantity
Underground Drainage 600 sq. yd.
Temporary or Permanent
Geosynthetic Retaining Walls
All quantities
The samples for acceptance testing shall include the information about each
geosynthetic roll to be used as stated in 9-33.4(4).
Samples will be randomly taken by the Engineer at the job site to confirm that the
geosynthetic meets the property values specified.
Approval will be based on testing of samples from each lot. A “lot” shall be defined
for the purposes of this Specification as all geosynthetic rolls within the consignment
(i.e., all rolls sent to the project site) that were produced by the same manufacturer
during a continuous period of production at the same manufacturing plant and have the
same product name. After the samples have arrived at the State Materials Laboratory in
Tumwater, a maximum of 14 calendar days will be required for this testing.
If the results of the testing show that a geosynthetic lot, as defined, does not meet
the properties required for the specified use as indicated in Tables 1 through 8 in Section
9-33.2, and additional tables as specified in the Special Provisions, the roll or rolls which
were sampled will be rejected. Geogrids and geotextiles for temporary geosynthetic
retaining walls shall meet the requirements of Table 7, and Table 10 in the Special
Provisions. Geogrids and geotextiles for permanent geosynthetic retaining wall shall meet
the requirements of Table 7, and Table 9 in the Special Provisions, and both geotextile
and geogrid acceptance testing shall meet the required ultimate tensile strength Tult as
provided in the current QPL for the selected product(s). If the selected product(s) are not
listed in the current QPL, the result of the testing for Tult shall be greater than or equal to
Tult as determined from the product data submitted and approved by the State Materials
Laboratory during source material approval.
2010 Standard Specifications M 41-10 Page 9-203
cONSTRucTION GEOSyNThETIc 9-33
Two additional rolls for each roll tested which failed from the lot previously
tested will then be selected at random by the Engineer for sampling and retesting.
If the retesting shows that any of the additional rolls tested do not meet the required
properties, the entire lot will be rejected. If the test results from all the rolls retested meet
the required properties, the entire lot minus the roll(s) that failed will be accepted. All
geosynthetic that has defects, deterioration, or damage, as determined by the Engineer,
will also be rejected. All rejected geosynthetic shall be replaced at no additional expense
to the Contracting Agency.
9-33.4(4) Acceptance by Certificate of Compliance
When the quantities of geosynthetic proposed for use in each geosynthetic
application are less than or equal to the following amounts, acceptance shall be by
Manufacturer’s Certificate of Compliance:
Application Geosynthetic Quantity
Underground Drainage 600 sq. yd.
Soil Stabilization and Separation All quantities
Permanent Erosion Control All quantities
Temporary Silt Fence All quantities
Prefabricated Drainage Mat All quantities
The Manufacturer’s Certificate of Compliance shall include the following
information about each geosynthetic roll to be used:
Manufacturer’s name and current address,
Full product name,
Geosynthetic structure, including fiber/yarn type,
Geosynthetic Polymer type (for all temporary and permanent geosynthetic
retaining walls only),
Geosynthetic roll number(s),
Geosynthetic lot number(s),
Proposed geosynthetic use(s), and
Certified test results.
9-33.4(5) Approval of Seams
If the geotextile seams are to be sewn in the field, the Contractor shall provide
a section of sewn seam that can be sampled by the Engineer before the geotextile is
installed. The seam sewn for sampling shall be sewn using the same equipment and
procedures as will be used to sew the production seams. If production seams will be sewn
in both the machine and cross-machine directions, the Contractor must provide sewn
seams for sampling which are oriented in both the machine and cross-machine directions.
The seam sewn for sampling must be at least 2 yards in length in each geotextile
direction. If the seams are sewn in the factory, the Engineer will obtain samples of the
factory seam at random from any of the rolls to be used. The seam assembly description
shall be submitted by the Contractor to the Engineer and will be included with the seam
sample obtained for testing. This description shall include the seam type, stitch type,
sewing thread type(s), and stitch density.
Page 9-204 2010 Standard Specifications M 41-10
9-34 PAVEMENT MARkING MATERIAl
9-34 PAVEMENT MARkING MATERIAl
9-34.1 General
Pavement marking materials in this section consist of paint, plastic, tape or raised
pavement markers as described in Section 8-22 and 8-23 as listed below:
High VOC Solvent Based Paint
Low VOC Solvent Based Paint
Low VOC Waterborne Paint
Temporary Pavement Marking Paint
Type A – Liquid Hot Applied Thermoplastic
Type B – Pre-formed Fused Thermoplastic
Type C – Cold Applied Pre-formed Tape
Type D – Liquid Cold Applied Methyl Methacrylate
Glass Beads
Temporary Pavement Marking Tape
Temporary Raised Pavement Markings
9-34.2 Paint
White and yellow paint shall comply with the Specifications for high volatile
organic compound (VOC) solvent based paint, low VOC solvent based paint or low VOC
waterborne paint. Blue paint for “Access Parking Space Symbol with Background” shall
be chosen from a WSDOT QPL listed Manufacturer. The blue color shall match Federal
Standard 595, color number 15090 and the tolerance of variation shall match that shown
in the FHWA “Highway Blue Color Tolerance Chart.”
9-34.2(1) high VOc Solvent Based Paint
High VOC solvent based paint material requirements are as follows:
Abrasion Resistance – ASTM D 968
125 liters minimum of falling sand on a 3 mil dry film thickness.
Accelerated Settling – ASTM D 869, modified as follows:
Paint shall be placed in a motor driven machine that raises and lowers a sample tray
providing a shock to the sample which accelerates pigment settling. The samples shall be
placed in the machine for one week, 24 hours per day, at a temperature of 77 degrees F.
The samples shall show no more than 0.25-inch of clear material over the opaque portion
of the paint and there shall be no settling below a rating of eight.
Bleeding over asphalt – ASTM D 969, modified as follows:
The reflectance measurement of the paint over asphalt paper shall be at least 90% of
the reflectance measurement of the paint over a taped (non-bleeding) surface.
color – Yellow
Paint draw-downs shall be prepared in accordance with ASTM D 823. The paint
shall match Federal Standard 595, color number 33538 and the tolerance of color
variation shall match that shown in the FHWA “Highway Yellow Color Tolerance Chart
(PR Color #1)”
contrast Ratio at 5 mils wet film thickness – ASTM D 2805
White-92% minimum
Yellow-88% minimum
2010 Standard Specifications M 41-10 Page 9-205
PAVEMENT MARkING MATERIAl 9-34
Daylight Reflectance – WSDOT Test Method 314
White paint shall have a minimum reflectance of 86% with a green filter on a 10 mil
wet film thickness
Density – ASTM D 1475, at 70 degrees F
White – 12.00 pounds/gallon minimum
Yellow – 12.10 pounds/gallon minimum
Fineness of Dispersion – ASTM D 1210
2 minimum (Hegman Scale)
Flexibility – ASTM D 522
The paint shall be applied at a wet film thickness of 5 mils to a 3×5-inch tin panel
that has been solvent cleaned and lightly buffed with steel wool. With the panel kept in
a horizontal position, the paint shall be allowed to dry for 18 hours at 75 ± 5 degrees F
then baked for 3 hours at 212 ± 4 degrees F. The panel shall be cooled to 75 ± 5 degrees
F for at least 30 minutes, bent over a 0.5-inch mandrel and then examined without
magnification. The paint shall show no cracking, flaking or loss of adhesion.
No Track Time – (Dry to No-Pick-Up Time)
The paint, when applied in a line at a rate of 10 mils wet film thickness with
7 pounds of glass beads (Section 9-34.4) per gallon of paint added to the paint surface,
shall “dry to no-pick-up” in 35 seconds maximum. The test line shall be applied over
a 30 day old (approximate), non-beaded state standard paint line. The test line shall be
applied using a striper capable of maintaining the 10 mil wet film thickness specified.
The glass beads shall be blown onto the line during paint application. The test shall
be conducted on dry pavement when the pavement temperature is between 50 and
100 degrees F and the relative humidity is less than 85%. The “dry to no-pick-up” tests
shall be performed by having a standard size sedan or equivalent test vehicle coast across
the paint line with no turning or accelerating at a speed of approximately 40 mph no
more than 35 seconds after the test line is applied to the pavement. A successful test will
be considered one in which at least three out of four line crossings show no visible paint
from the line tracked onto the adjacent pavement when viewed standing 50-feet from the
point where the test vehicle crossed the line.
Nonvolatile content – ASTM D 2369
65%-68%
Pigment Specifications
Medium Chrome Yellow (yellow paint) – ASTM D 211 Type III
Titanium Dioxide (white paint) – ASTM D 476 Type II, III, or IV
The inert or filler pigments shall be first quality paint grade products.
Pigment content – ASTM D 2371
53% maximum
Re-dissolve
A 15 mil wet film thickness of paint shall be applied to a glass panel. The paint shall
be air dried for 16 hours at 77 degrees F then baked for 4 hours at 140 degrees F. The
panel shall be cooled to room temperature and placed in a quart container that is half
filled with the same paint being tested. The container shall be sealed and left undisturbed
for 18 hours. After removing the panel from the container, a wooden spatula shall be
drawn lightly over the painted surface. The immersed portion of the paint film shall be
completely dissolved with no evidence of dried paint remaining on the panel.
Page 9-206 2010 Standard Specifications M 41-10
9-34 PAVEMENT MARkING MATERIAl
Retroreflectance – ASTM D 6359
Newly applied pavement markings shall have a minimum initial coefficient of
retroreflective luminance of 250 mcd/m2/lux for white and 175 mcd/m2/lux for yellow
in accordance with ASTM D 6359 when measured with a 30-meter retroreflectometer.
WSDOT will measure retroreflectivity for compliance with a Delta LTL-X
retroreflectometer.
Settling – ASTM D 869
The test shall be run for a period of six months. There shall be no settling below
a rating of eight.
Storage Stability
Samples shall show no settling as received by the Materials laboratory and only
slight soft settling after the sample has aged undisturbed for one month. No hard caking
in the bottom of the container shall be permitted. The paint shall not show evidence
of heavy caking or settling which requires mechanical means to return the product to
usable condition for a period of one year from the date of manufacture. There shall be no
viscosity increase in excess of 10 Krebs Units over the originally reported viscosity after
aging in the container for six months, and there shall be no evidence of corrosion of the
container or decomposition of the product. Field examination of previously un-opened
containers shall not disclose evidence of undissolvable gelatinous vehicle separation,
heavy skin formation or corrosion of the container on samples in storage one year or less.
Vehicle composition
The vehicle may be any combination of natural or synthetic resinous materials,
except those that dry by the process of oxidation and/or polymerization (such as alkyd
resins which are specifically excluded). All resins used must be permanently capable of
re-dissolving in the solvent combination used in the paint.
Viscosity – ASTM D 562
86 Krebs units maximum at 50 degrees F
70-75 Krebs units at 70 degrees F
66 Krebs units minimum at 122 degrees F
9-34.2(2) low VOc Solvent Based Paint
Low VOC solvent based paint material requirements are as follows:
Bleeding over asphalt – ASTM D 969, modified as follows:
The reflectance measurement of the paint over asphalt paper shall be at least 90% of
the reflectance measurement of the paint over a taped (non-bleeding) surface.
chromium content – ASTM D 3718
< 50 ppm
color – Yellow
Paint draw-downs shall be prepared in accordance with ASTM D 823. The paint
shall match Federal Standard 595 color number 33538 and the tolerance of color variation
shall match that shown in the FHWA “Highway Yellow Color Tolerance Chart (PR
Color #1)”.
Directional Reflectance – WSDOT Test Method 314
White paint shall have a minimum reflectance of 80%.
Density – ASTM D 1475, at 70 degrees F
11.8 pounds/gallon minimum
Flexibility – ASTM D 522
2010 Standard Specifications M 41-10 Page 9-207
PAVEMENT MARkING MATERIAl 9-34
The paint shall be applied at a wet film thickness of 6 mils to a 3×5-inch panel that
has been solvent cleaned and lightly buffed with steel wool. With the panel kept in a
horizontal position, the paint shall be allowed to dry for 18 hours at 75 ± 5 degrees F
then baked for 3 hours at 140 ± 4 degrees F. The panel shall be cooled to 75 ± 5 degrees
F for at least 30 minutes, bent over a 0.25-inch mandrel and then examined without
magnification. The paint shall show no cracking, flaking or loss of adhesion.
No Track Time – (Dry to No-Pick-Up Time)
The paint, when applied in a line at a rate of 15 mils wet film thickness with
7 pounds of glass beads (Section 9-34.4) per gallon of paint added to the paint surface
shall “dry to no-pick-up” in 90 seconds maximum. The test line shall be applied over
a 30 day old (approximate), non-beaded state standard paint line. The test line shall be
applied using a striper capable of maintaining the 15 mil wet film thickness specified.
The glass beads shall be blown onto the line during paint application. The test shall
be conducted on dry pavement when the pavement temperature is between 50 and
100 degrees F and the relative humidity is less than 85%. The “dry to no-pick-up” tests
shall be performed by having a standard size sedan or equivalent test vehicle coast across
the paint line with no turning or accelerating at a speed of approximately 40 mph no more
than 90 seconds after the test line is applied to the pavement. A successful test shall be
considered one in which at least three out of four line crossings show no visible paint
from the line tracked onto the adjacent pavement when viewed standing 50-feet from the
point where the test vehicle crossed the line.
lead content – ASTM D 3335
0.06% maximum
Nonvolatile content – ASTM D 2369
65% minimum
Package Stability – ASTM D 1849
6 rating minimum for all criteria
Pigment content – ASTM D 2371
53% maximum
Re-dissolve
A 15 mil wet film thickness of paint shall be applied to a glass panel. The paint shall
be air dried for 16 hours at 77 degrees F then baked for 4 hours at 140 degrees F. The
panel shall be cooled to room temperature and placed in a quart container that is half
filled with the same paint being tested. The container shall be sealed and left undisturbed
for 18 hours. After removing the panel from the container, a wooden spatula shall be
drawn lightly over the painted surface. The immersed portion of the paint film shall be
completely dissolved with no evidence of dried paint remaining on the panel.
Retroreflectance – ASTM D 6359
Newly applied pavement markings shall have a minimum initial coefficient of
retroreflective luminance of 250 mcd/m2/lux for white and 175 mcd/m2/lux for yellow
in accordance with ASTM D 6359 when measured with a 30-meter retroreflectometer.
WSDOT will measure retroreflectivity for compliance with a Delta LTL-X
retroreflectometer.
Skinning
The paint shall not skin within 48 hours in a ¾ filled tightly closed container.
Settling Properties during Storage – ASTM D 1309
The sample shall show no more than 0.5-inch of clear material over the opaque
portion of the paint and there shall be no settling below a rating of seven.
Page 9-208 2010 Standard Specifications M 41-10
9-34 PAVEMENT MARkING MATERIAl
Titanium Dioxide (Rutile Type II) ASTM D 476
White – 1.0 pounds per gallon minimum. (ASTM D 4563)
Yellow – 0.2 pounds per gallon maximum. (ASTM D 4563)
Viscosity – ASTM D 562
105 Krebs units maximum at 50 degrees F
75-85 Krebs units at 70 degrees F
65 Krebs units minimum at 120 degrees F
Volatile Organic compound content – ASTM D 3960
1.25 pounds per gallon maximum
9-34.2(3) low VOc Waterborne Paint
Low VOC waterborne paint material requirements are as follows:
Binder – ASTM D 3168
The binder shall be 100% acrylic.
chromium content – ASTM D 3718
<50 ppm
color – Yellow
Paint draw-downs shall be prepared in accordance with ASTM D 823. The paint
shall match Federal Standard 595b color number 33538 and the tolerance of color
variation shall match that shown in the FHWA “Highway Yellow Color Tolerance Chart
(PR Color #1)”
contrast Ratio at 15 mils wet film thickness – ASTM D 2805
White – 98% minimum
Yellow – 96% minimum
Directional Reflectance – WSDOT Test Method 314
White paint shall have a minimum reflectance of 88% on a 15 mil wet film thickness
Fineness of Dispersion – ASTM D 1210
3 minimum (Hegman Scale)
Flash Point – ASTM D 93
100 degrees F minimum
Freeze Thaw – ASTM D 2243
5 cycles minimum
No Track Time – (Dry to No-Pick-Up Time)
The paint, when applied in a line at a rate of 15 mils wet film thickness with
7 pounds of glass beads (Section 9-34.4) per gallon of paint added to the paint surface
shall “dry to no-pick-up” in 90 seconds maximum. The test line shall be applied over
a 30 day old (approximate), non-beaded state standard paint line. The test line shall be
applied using a striper capable of maintaining the 15 mil wet film thickness specified.
The glass beads shall be blown onto the line during paint application. The test shall
be conducted on dry pavement when the pavement temperature is between 50 and
100 degrees F and the relative humidity is less than 85%. The “dry to no-pick-up” tests
shall be performed by having a standard size sedan or equivalent test vehicle coast across
the paint line with no turning or accelerating at a speed of approximately 40 mph no more
than 90 seconds after the test line is applied to the pavement. A successful test shall be
considered one in which at least three out of four line crossings show no visible paint
from the line tracked onto the adjacent pavement when viewed standing 50-feet from the
point where the test vehicle crossed the line.
2010 Standard Specifications M 41-10 Page 9-209
PAVEMENT MARkING MATERIAl 9-34
lead content – ASTM D 3335
0.06% maximum
Nonvolatile content – ASTM D 2369
60% minimum
Nonvolatile Vehicle – ASTM D 2369, ASTM D 3723
Nonvolatile vehicle is calculated from the Nonvolatile content as determined in
ASTM D2369 and the Pigment content as determined in ASTM D 3723.
%Nonvolatile vehicle = 100 – (100 - %Nonvolatile content) - %Pigment
Shall be 36% minimum by weight.
ph – ASTM E 70
9.5 minimum
Retroreflectance – ASTM D 6359
Newly applied pavement markings shall have a minimum initial coefficient of
retroreflective luminance of 250 mcd/m2/lux for white and 175 mcd/m2/lux for yellow
in accordance with ASTM D 6359 when measured with a 30-meter retroreflectometer.
WSDOT will measure retroreflectivity for compliance with a Delta LTL-X
retroreflectometer.
Scrub Resistance – ASTM D 2486
500 cycles minimum
Static heat Stability
A one pint lined container shall be filled with approximately 15 fluid ounces of paint.
The container shall be sealed with tape and put in an oven maintained at 135 ± 1 degrees
F for seven days. The paint shall be removed from the oven and equilibrated at standard
conditions (ASTM D 3924). The paint shall be mixed thoroughly with gentle stirring. The
viscosity shall be determined. The paint shall show no increase in viscosity greater than
10 Krebs units over the viscosity at 77 degrees F (see Viscosity below) nor shall the paint
show any coagulation, lumps or coarse particles.
Viscosity – ASTM D 562
100 Krebs units maximum at 77 degrees F
Volatile Organic compound content – ASTM D 3960
1.25 pounds per gallon maximum
9-34.2(4) Temporary Pavement Marking Paint
Paint used for temporary pavement marking shall conform to the requirements of
Section 9-34.2.
9-34.3 Plastic
White and yellow plastic pavement marking materials shall comply with the
Specifications for:
Type A – Liquid hot applied thermoplastic
Type B – Pre-formed fused thermoplastic
Type C – Cold applied pre-formed tape
Type D – Liquid cold applied methyl methacrylate
Blue plastic pavement marking material for “Access Parking Space Symbol with
Background” shall be chosen from a WSDOT QPL listed Manufacturer. The blue color
shall match Federal Standard 595, color number 15090 and the tolerance of variation
shall match that shown in the FHWA “Highway Blue Color Tolerance Chart.”
Page 9-210 2010 Standard Specifications M 41-10
9-34 PAVEMENT MARkING MATERIAl
9-34.3(1) Type A – liquid hot Applied Thermoplastic
Type A material consists of a mixture of pigment, fillers, resins and glass beads that
is applied to the pavement in the molten state by extrusion or by spraying. The material
can be applied at a continuously uniform thickness or it can be applied with a profiled
pattern. Glass beads, intermixed and top dress, shall conform to the manufacturer’s
recommendations necessary to meet the retroreflectance requirements. Type A material
shall conform to the requirements of AASHTO M 249 and the following:
Resin – The resin shall be alkyd or hydrocarbon.
Retroreflectance – ASTM D 6359
Newly applied pavement markings shall have a minimum initial coefficient of
retroreflective luminance of 250 mcd/m2/lux for white and 175 mcd/m2/lux for yellow
in accordance with ASTM D 6359 when measured with a 30-meter retroreflectometer.
WSDOT will measure retroreflectivity for compliance with a Delta LTL-X
retroreflectometer.
Skid Resistance – ASTM E 303
45 BPN units minimum
9-34.3(2) Type B – Pre-formed Fused Thermoplastic
Type B material consists of a mixture of pigment, fillers, resins and glass beads that
is factory produced in sheet form. The material is applied by heating the pavement and
top heating the material. The material shall contain intermixed glass beads. The material
shall conform to AASHTO M 249, with the exception of the relevant differences for the
materials being applied in the pre-formed state and the following:
Resin – The resin shall be alkyd or hydrocarbon.
Retroreflectance – ASTM D 6359
Newly applied pavement markings shall have a minimum initial coefficient of
retroreflective luminance of 250 mcd/m2/lux for white and 175 mcd/m2/lux for yellow
in accordance with ASTM D 6359 when measured with a 30-meter retroreflectometer.
WSDOT will measure retroreflectivity for compliance with a Delta LTL-X
retroreflectometer.
Skid Resistance – ASTM E 303
45 BPN units minimum
9-34.3(3) Type c – cold Applied Pre-formed Tape
Type C material consists of plastic pre-formed tape that is applied cold to the
pavement. The tape shall be capable of adhering to new and existing hot mix asphalt or
cement concrete pavement. If the tape manufacturer recommends the use of a surface
primer or adhesive, use a type approved by the pavement marking manufacturer. The tape
shall also be capable of being inlaid into fresh hot mix asphalt during the final rolling
process. The material is identified by the following designations: Type C-1 tape has a
surface pattern with retroreflective elements exposed on the raised areas and faces and
intermixed within its body and shall conform to ASTM D 4505, Reflectivity Level I,
Class 2 or 3, Skid Resistance Level A. Type C-2 tape has retroreflective elements exposed
on its surface and intermixed within its body and shall conform to the requirements
of ASTM D 4505, Reflectivity Level II, Class 2 or 3, Skid Resistance Level A, and
the following:
Retroreflectance – ASTM D 6359 modified as follows: (units are millicandelas/
meter2/lux)
2010 Standard Specifications M 41-10 Page 9-211
PAVEMENT MARkING MATERIAl 9-34
Reflectivity Level I
White – 500 measured with a 30-meter instrument
Yellow – 300 measured with a 30-meter instrument
Reflectivity Level II
White – 250 measured with a 30-meter instrument
Yellow – 175 measured with a 30-meter instrument
9-34.3(4) Type D – liquid cold Applied Methyl Methacrylate
Type D material consists of a two part mixture of methyl methacrylate and a catalyst
that is applied cold to the pavement. The material can be applied at a continuously
uniform thickness or it can be applied with profiles (bumps). The material is classified
by Type designation, depending upon the method of application. Type D-1 material is
be applied by hand operated extrusion device, pouring or hand troweling. Type D-2 and
D-5 material shall be applied by spraying. Type D-3 and D-4 material shall be applied
by machine extrusion. Glass beads, intermixed and top dress, shall conform to the
manufacturer’s recommendations necessary to meet the retroreflectance requirements.
Type D-1, D-2, D-3, and D-4 material shall have intermixed glass beads in the material
prior to application. Type D-5 material shall have glass beads injected in to the material at
application and a second coating of top dressing beads applied immediately after material
application. Type D material shall conform to the following:
Adhesion
Asphalt substrate – substrate failure
Portland Cement Concrete substrate – 200 psi.
chemical Resistance
The material shall show no effect after seven day immersion in anti-freeze, motor
oil, diesel fuel, gasoline, calcium chloride, sodium chloride or transmission fluid.
composition
Type D-1 – One gallon of methyl methacrylate and 3 fluid ounces of benzoyl
peroxide powder.
Type D-2, D-3, D-4, and D-5 – Four parts methyl methacrylate and one part liquid
benzoyl peroxide.
Elongation – ASTM D 638
20% minimum
hardness – ASTM D 2240 (Shore Durometer Type D)
55 minimum after 24 hours
No Track Time – ASTM D 711, modified as follows:
15 minutes at 40 mils.
Retroreflectance – ASTM D 6359
Newly applied pavement markings shall have a minimum initial coefficient of
retroreflective luminance of 250 mcd/m2/lux for white and 175 mcd/m2/lux for yellow
in accordance with ASTM D 6359 when measured with a 30-meter retroreflectometer.
WSDOT will measure retroreflectivity for compliance with a Delta LTL-X
retroreflectometer.
Skid Resistance – ASTM E 303
45 BPN units minimum
Tensile Strength – ASTM D 638
125 psi minimum at break
Page 9-212 2010 Standard Specifications M 41-10
9-34 PAVEMENT MARkING MATERIAl
Viscosity – ASTM D 2196 Method B, LV Model at 50 rpm.
Type D-1 – 11,000 to 15,000 cps, spindle #7
Type D-2 – 26,000 to 28,000 cps, spindle #7
Type D-3 – 17,000 to 21,000 cps, spindle #7
Type D-4 – 8,000 to 10,000 cps, spindle # 4
Type D-5 White – 5,000 to 8,000 cps, spindle #4
Type D-5 Yellow – 7,000 to 11,000 cps, spindle #4
ultraviolet light
No effect
9-34.4 Glass Beads
Glass beads for traffic paint shall conform to AASHTO M 247 and the following:
Gradation - AASHTO M 247 Type 1
Coating - The glass beads shall be coated with a silicone for moisture resistance
and a silane to promote adhesion in both waterborne and solvent base traffic paint.
The presence of the coating is to be verified by WSDOT test method T430.
Chemical Make-up and Environmental Protection - Glass beads shall not
contain any element in excess of the following established total concentration limits
when tested in accordance with the listed test methodology.
concentration limits.
Element Test Method
Max. parts
per million (ppm)
Arsenic *EPA SW846 6010B 20.0 ppm
Barium *EPA SW846 6010B 100.0 ppm
Cadmium *EPA SW846 6010B 1.0 ppm
Chromium *EPA SW846 6010B 5.0 ppm
Lead *EPA SW846 6010B 50.0 ppm
Selenium *EPA SW846 6010B 1.0 ppm
Silver *EPA SW846 6010B 5.0 ppm
Mercury **EPA SW846 7471A 0.2 ppm
Test Method: * EPA’s SW846 6010B, inductively coupled plasma-
atomic emissions spectrometry (ICP-AES). Reference Concentration Limits.
**EPA’s Method SW846 7471A, cold-vapor absorption method. Reference
Concentration Limits.
9-34.5 Temporary Pavement Marking Tape
Temporary pavement marking tape shall be pressure sensitive, reflective type,
conforming to ASTM D 4592, designed for application on asphalt or concrete pavement.
Biodegradable tape with paper backing shall not be allowed. Surface preparation and
application shall be in conformance with all the manufacturer’s recommendations.
2010 Standard Specifications M 41-10 Page 9-213
PAVEMENT MARkING MATERIAl 9-34
9-34.6 Temporary Raised Pavement Markers
Temporary flexible raised pavement markers shall consist of an L-shaped body
with retroreflective tape on the top of one face for one-way traffic and reflective tape on
the top of both faces for two-way traffic. The marker body shall be made from 0.060-
inch minimum thick polyurethane. The top of the vertical leg shall be between 1.75 and
2.0-inches high and shall be approximately 4-inches wide. The base width shall be
approximately 1.125-inches wide. The base shall have a pressure sensitive adhesive
material, a minimum of 0.125-inch thick with release paper. The reflective tape shall be a
minimum of 0.25-inch high by 4.0-inches wide. The reflective tape shall have a minimum
reflectance of 3.5 candlepower per foot-candle for white and 2.5 candlepower per foot-
candle for yellow measured at 0.2° observation angle and 0° entrance angle.
Temporary raised pavement markers other than temporary flexible raised pavement
markers shall conform to the requirements of Section 8-09.2.
9-34.7 Field Testing
Field testing is required for all pavement marking materials. The material shall be
applied in the field by the manufacturer and shall be monitored to determine durability
and appearance characteristics. At the Department’s discretion, field performance data
gained from independent testing may be submitted in lieu of field testing. Acceptance
of independent testing shall be the prerogative of the State Material Laboratory.
Page 9-214 2010 Standard Specifications M 41-10
9-35 TEMPORARy TRAFFIc cONTROl MATERIAlS
9-35 TEMPORARy TRAFFIc cONTROl MATERIAlS
9-35.0 General Requirements
Temporary traffic control materials in this section consist of various traffic
communication, channelization and protection items described in Section 1-10 and
listed below:
Stop/Slow Paddles
Construction Signs
Wood Sign Posts
Sequential Arrow Signs
Portable Changeable Message Signs
Barricades
Traffic Safety Drums
Barrier Drums
Traffic Cones
Tubular Markers
Warning Lights and Flashers
Truck-Mounted Attenuator
Portable Temporary Traffic Control Signal
Tall Channelizing Devices
The basis for acceptance of temporary traffic control devices and materials shall
be visual inspection by the Engineer’s representative. No sampling or testing will
be done except that deemed necessary to support the visual inspection. Requests
for Approval of Material and Qualified Products List submittals are not required.
Certification for crashworthiness according to NCHRP 350 will be required as described
in Section 1-10.2(3).
“MUTCD,” as used in this section, shall refer to the latest WSDOT adopted edition
of the Manual on Uniform Traffic Control Devices for Streets and Highways. In the
event of conflicts between the MUTCD and the Contract provisions, then the provisions
shall govern.
9-35.1 Stop/Slow Paddles
Paddles shall conform to the requirements of the MUTCD, except that the minimum
width shall be 24-inches.
9-35.2 construction Signs
Construction signs shall conform to the requirements of the MUTCD and shall meet
the requirements of NCHRP Report 350 for Category 2 devices. Except as noted below,
any sign/sign stand combination that satisfies these requirements will be acceptable. Post
mounted Class A construction signs shall conform to the requirements of this section and
additionally shall conform to the requirements stated in Section 9-28.
Aluminum sheeting shall be used to fabricate all construction signs. The signs shall
have a minimum thickness of 0.080-inches and a maximum thickness of 0.125-inches.
All orange background signs shall be fabricated with Type X reflective sheeting.
All post-mounted signs with Type X sheeting shall use a nylon washer between the twist
fasteners (screw heads, bolts or nuts) and the reflective sheeting.
The use of plywood, fiberglass reinforced plastic, fabric rollup signs, and any
other previously approved sign materials except aluminum or aluminum composite is
prohibited.
2010 Standard Specifications M 41-10 Page 9-215
TEMPORARy TRAFFIc cONTROl MATERIAlS 9-35
All Class A and Class B signs shall utilize materials and be fabricated in accordance
with Section 9-28 and the Washington State Sign Fabrication Manual (M55-05).
A fabrication decal as stated in Section 9-28.1(2) is not required for construction signs.
All regulatory signs having a red background (i.e. Stop, Yield, etc.) shall be fabricated
with Type III or IV sign sheeting. All other regulatory information signs (i.e. Speed Limit,
Traffic Fines Double in Work Zones, etc) shall have Type II sheeting in rural areas and
Type III or IV sheeting in urban areas. All signs having a green background (i.e. Exit
arrow, etc.) shall have Type II sheeting for the background and Type III or IV sheeting for
the letters, border, and symbols.
9-35.3 Wood Sign Posts
Post sizes for construction signs shall be as follows:
One Post Installation
Post Size Min. Sign Sq. Ft.Max. Sign Sq. Ft.
4x4 -16.0
4x6 17.0 20.0
6x6 21.0 25.0
6x8 26.0 31.0
Two Post Installation
(For signs 5-feet or greater in width)
Post Size Min. Sign Sq. Ft.Max. Sign Sq. Ft.
4x4 -16.0
4x6 17.0 36.0
6x6 37.0 46.0
6x8 47.0 75.0*
* The Engineer shall determine post size for signs greater than 75 square feet.
Sign posts shall conform to the grades and usage listed below. Grades shall be
determined by the current standards of the West Coast Lumber Inspection Bureau
(WCLIB) or the Western Wood Products Association (WWPA).
4 × 4 Construction grade (Light Framing, Section 122-b WCLIB)
or (Section 40.11 WWPA)
4 × 6 No. 1 and better, grade (Structural Joists and Planks,
Section 123-b WCLIB) or (Section 62.11 WWPA)
6 × 6, 6 × 8, 8 × 10 No. 1 and better, grade (Posts and Timbers,
Section 131-b WCLIB) or (Section 80.11 WWPA)
6 × 10, 6 × 12 No. 1 and better, grade (Beams and Stringers,
Section 130-b WCLIB) or (Section 70.11 WWPA)
9-35.4 Sequential Arrow Signs
Sequential Arrow Signs shall meet the requirements of the MUTCD supplemented
with the following:
Sequential arrow signs furnished for stationary lane closures on this project shall be
Type C.
The color of the light emitted shall be yellow.
The dimming feature shall be automatic, reacting to changes in light without a
requirement for manual adjustment.
Page 9-216 2010 Standard Specifications M 41-10
9-35 TEMPORARy TRAFFIc cONTROl MATERIAlS
9-35.5 Portable changeable Message Signs
Portable Changeable Message Signs (PCMS) shall meet the requirements of the
MUTCD and the following:
The PCMS shall employ one of the following technologies:
1. Fiber optic/shutter
2. Light emitting diode
3. Light emitting diode/shutter
4. Flip disk
Regardless of the technology, the PCMS shall meet the following
general requirements:
1. Be light emitting and must not rely solely on reflected light. The emitted light
shall be generated using fiber optic or LED technology.
2. Have a display consisting of individually controlled pixels no larger than
2½-inch by 2½-inch. If the display is composed of individual character
modules, the space between modules must be minimized so alphanumeric
characters of any size specified below can be displayed at any location within
the matrix.
3. When activated, the pixels shall display a yellow or orange image. When
not activated, the pixels shall display a flat black image that matches the
background of the sign face.
4. Be capable of displaying alphanumeric characters that are a minimum
of 18-inches in height. The width of alphanumeric characters shall be
appropriate for the font. The PCMS shall be capable of displaying three lines
of eight characters per line with a minimum of one pixel separation between
each line.
5. The PCMS message, using 18-inch characters, shall be legible by a person with
20/20 corrected vision from a distance of not less than 800-feet centered on an
axis perpendicular to the sign face.
6. The sign display shall be covered by a stable, impact resistant polycarbonate
face. The sign face shall be non-glare from all angles and shall not degrade due
to exposure to ultraviolet light.
7. Be capable of simultaneously activating all pixels for the purpose of pixel
diagnostics. Any sign that employs flip disk or shutter technology shall be
programmable to activate the disks/shutters once a day to clean the electrical
components. This feature shall not occur when the sign is displaying an
active message.
8. The light source shall be energized only when the sign is displaying an
active message.
9. Primary source of power shall be solar power with a battery backup to provide
continuous operation when failure of the primary power source occurs.
10. The sign controller software shall be NTCIP compliant.
The PCMS panels and related equipment shall be permanently mounted on a trailer
with all controls and power generating equipment.
The PCMS shall be operated by a controller that provides the following functions:
1. Select any preprogrammed message by entering a code.
2. Sequence the display of at least five messages.
3. Blank the sign.
4. Program a new message, which may include animated arrows and chevrons.
5. Mirror the message currently being displayed or programmed.
2010 Standard Specifications M 41-10 Page 9-217
TEMPORARy TRAFFIc cONTROl MATERIAlS 9-35
9-35.6 Barricades
Barricades shall conform to the requirements of the MUTCD supplemented by the
further requirements of the Standard Plans.
9-35.7 Traffic Safety Drums
Traffic safety drums shall conform to the requirements of the MUTCD and shall
have the following additional physical characteristics:
Material Fabricated from low-density polyethylene that meets
the requirements of ASTM D 4976 and is UV stabilized.
Overall Width 18-inch minimum regardless of orientation.
Shape Rectangular, hexagonal, circular, or flat-sided semi-circular.
Color The base color of the drum shall be fade resistant safety orange.
The traffic safety drums shall be designed to accommodate at least one portable
light unit. The method of attachment shall ensure that the light does not separate from the
drum upon impact.
Drums and light units shall meet the crashworthiness requirements of NCHRP 350
as described in Section 1-10.2(3).
When recommended by the manufacturer, drums shall be treated to ensure proper
adhesion of the reflective sheeting. Retroreflective bands shall be fabricated from Type III
or Type IV reflective sheeting as described in Section 9-28.12.
9-35.8 Barrier Drums
Barrier drums shall be small traffic safety drums, manufactured specifically for
traffic control purposes to straddle a concrete barrier and shall be fabricated from low-
density polyethylene that meets the requirements of ASTM D 4976 and is UV stabilized.
The barrier drums shall meet the following general Specifications:
Total height 22 in., ± 1 in.
Cross-section hollow oval 10 in. × 14 in., ± 1 in.
Formed support legs length 13 in., ± 1 in.
Space between legs
(taper to fit conc. barrier) 6¼ in. min.
Weight 33 lb. ± 4 lb. with legs filled with sand.
Color Fade resistant safety orange.
Barrier drums shall have three 4-inch retro-reflective white bands, (one complete
and two partial). Bands shall be fabricated from Type III or Type IV reflective sheeting
as described in Section 9-28.12.
9-35.9 Traffic Cones
Cones shall conform to the requirements of the MUTCD, except that the minimum
height shall be 28-inches.
Retroreflective bands shall be fabricated from Type III or Type IV reflective sheeting
as described in Section 9-28.12.
9-35.10 Tubular Markers
Tubular markers shall conform to the requirements of the MUTCD, except that the
minimum height shall be 28-inches.
The devices shall be stabilized by affixing them to the pavement by using either
weighted bases or adhesive. Adhesive used to glue the device to the pavement shall meet
the requirements of Section 9-02.1(8) or 9-26.2. Retroreflective bands shall be fabricated
from Type III or Type IV reflective sheeting as described in Section 9-28.12.
Page 9-218 2010 Standard Specifications M 41-10
9-35 TEMPORARy TRAFFIc cONTROl MATERIAlS
9-35.11 Warning lights and Flashers
Warning lights and flashers shall conform to the requirements of the MUTCD.
9-35.12 Truck-Mounted Attenuator
The Truck-Mounted Attenuator (TMA) shall be selected from the approved units
listed on the Qualified Products List. The TMA shall be mounted on a vehicle with
a minimum weight of 15,000 pounds and a maximum weight in accordance with
the manufacturer’s recommendations. Ballast used to obtain the minimum weight
requirement, or any other object that is placed on the vehicle shall be securely anchored
such that it will be retained on the vehicle during an impact. The Contractor shall provide
certification that the unit complies with NCHRP 350 Test level 3 requirements.
The TMA shall have an adjustable height so that it can be placed at the correct
elevation during usage and to a safe height for transporting. If needed, the Contractor
shall install additional lights to provide fully visible brake lights at all times.
The TMA unit shall have a chevron pattern on the rear of the unit. The standard
chevron pattern shall consist of 4-inch yellow stripes, alternating non-reflective black and
retro-reflective yellow sheeting, slanted at 45 degrees in an inverted “V” with the “V” at
the center of the unit.
9-35.13 Tall channelizing Devices
Tall channelizing devices shall meet the requirements of the MUTCD Part VI for
channelizing devices and shall conform to these general Specifications:
Fabricated of fade resistant, safety orange color, low-density polyethylene that is
resistant to deformation upon impact and meets the requirements of ASTM D 4976 and is
UV stabilized.
Forty-two inches in height minimum, using a tapered cone type shape of consistent
dimensions regardless of orientation to traffic.
Four-inches in width minimum at the top and 8” in width minimum at the base,
which incorporates a separate ballast that is designed to resist overturning or other
movement from wind gusts or other external forces.
Four retroreflective 6” wide horizontal bands, alternating orange and white
beginning 6” from the top of the device. Retroreflective bands shall be fabricated from
Type III or Type IV reflective sheeting as described in Section 9-28.12.
Warning lights are not required unless specifically shown on the traffic control
Plan but provisions for securely attaching a warning light are required. The method of
attachment must ensure that the light does not separate from the device upon impact and
light units shall meet the crashworthiness requirements of NCHRP 350 as described in
Section 1-10.2(3).
Devices shall be regularly maintained to ensure that they are clean and the reflective
sheeting is in good condition.
Except for the Specifications and requirements specifically listed above, Tall
Channelizing Devices are defined to be Traffic Cones. All non-conflicting Contract
provisions related to “Cones” shall apply to Tall Channelizing Devices.
2010 Standard Specifications M 41-10 Page 9-219
TEMPORARy TRAFFIc cONTROl MATERIAlS 9-35
9-35.14 Portable Temporary Traffic Control Signal
Portable traffic control signals shall meet the requirements of the MUTCD and these
specifications.
The portable temporary traffic control signal shall be fully operational for two-phase
traffic actuated, pre-timed, or manual control. The portable temporary traffic control
signal shall conform to the following requirements:
Controllers shall demonstrate conflict-monitoring capability, consistent with
the requirements of Section 9-29.13(2) item number 5, with a flashing red display in
both directions. The portable traffic control signal shall be capable of terminating the
movement one (1) or movement two (2) all red clearance, in order to repeat the previous
movements operation.
Signal head displays shall be either hard wired or controlled by radio signal. Manual
operation will not require hardwiring or radio control except for the use of two-way radio
communication by manufacturer trained qualified operators.
The system shall be equipped with a means of informing the operator of signal
indications, such as a light on the back of each signal head that illuminates when the
signal displays a red indication, during manual operation.
A vehicle detection system is required. The system shall be capable of operating
either as fixed time or traffic actuated controller. The detection system shall provide
presence detection (continuous call to the controller) while there is a vehicle in the
detection zone.
Signal supports used with portable traffic control signals shall provide a minimum
of two signal displays, spaced a minimum of 8 feet apart. When trailer mounted portable
traffic signals are used to provide alternating one-way control, a minimum of one of the
signal displays shall be suspended over the traveled way. The minimum vertical clearance
to the traveled way for this signal display is 16.5 feet. Vehicular signal heads shall be
of the conventional type with standard ITE approved, 12-inch ball LED display. Tunnel
visors shall be provided for all indications.
Back plates shall be furnished and attached to the signal heads. Back plates shall be
constructed of 5 inch wide .050 inch thick corrosion resistant louvered aluminum, with
a flat black finish. A highly retroreflective yellow strip, 3-inches wide, shall be placed
around the perimeter of the face of all vehicle signal backplates to project a rectangular
image at night toward oncoming traffic.
Trailers shall have a leveling jack installed at all four corners. The crank for the
leveling jacks and trailer hitch shall be locked. The signal pole and mast arm assemblies
shall be of the collapsible type, which can be erected and extended at the job site. The
mast arm assemblies shall be firmly attached to the trailer to form a stable unit, which can
withstand an 80 mph design wind speed with a 1.3 gust factor.
The portable temporary traffic control signal shall be powered using a self-contained
battery system capable of providing over 12 days of continuous operations without solar
array assistance. A solar panel array will be allowed.
Page 9-220 2010 Standard Specifications M 41-10
9-35 TEMPORARy TRAFFIc cONTROl MATERIAlS
2010 Standard Specifications M 41-10 Page I
INDEx TO SPEcIFIcATIONS
A
Abandon existing manholes ..........................................................................................7-15
Abbreviations ..................................................................................................................1-1
Acceptance of work, final ..................................................................................1-31, 1-100
Access to work, inspection ................................................................................1-29, 6-109
Acquisition of quarry and pit sites ..................................................................................3-4
Adjusting, manholes and catch basins ..........................................................................7-15
pin nuts, anchor bolts, shoes ..................................................................6-125, 6-126
sprinklers ............................................................................................................8-28
Admixtures for concrete ...............................................................6-7, 9-122, 9-123, 9-125
Aeration, equipment for ................................................................................................2-19
Affidavit of Prevailing Wages Paid ...............................................................................1-53
Age, concrete piling (strength) .....................................................................................9-75
concrete pipe for shipment .................................................................................9-39
AGGREGATES (SEcTION 9-03) .............................................................................9-11
asphalt treated base ......................................................................................4-9, 9-17
bituminous surface treatment .............................................................................9-16
cement concrete pavement ........................................................................5-38, 9-11
fineness modulus ................................................................................................9-12
HMA ...................................................................................................................9-20
stockpiling ............................................................................................................3-7
use of substandard gradings ...............................................................................9-12
washed ..................................................................................................................3-9
Air-entrained concrete, for pavement .............................................................................5-2
for structures .........................................................................................................6-7
Alignment and grade, steel structures .........................................................................6-121
Alkaline soil or water, concrete exposed to ..................................................................6-23
Alkali Silica Reactive (ASR) aggregates ......................................................................9-11
American Association of State Highway and
Transportation Officials ........................................................................................1-1
American Society for Testing and Materials ...................................................................1-1
Anchor bolts, placed in concrete structure ....................................................................6-67
in steel structure ...............................................................................................6-126
Annealing, eyebars ......................................................................................................6-114
Anti-stripping additive ................................................................................4-11, 5-33, 9-10
Approaches to movable spans .........................................................................................6-2
Approval of, materials .........................................................................................1-26, 1-33
working drawings ...............................................................................1-27, 6-2, 6-36
Archaeological and historical objects ...........................................................................1-67
Architectural features, ensure uniform texture and color ...............................................6-4
Arch, pipe, structural plate ..............................................................................................7-7
Asphalt, basis of measurement .....................................................................................1-90
certification of shipment .......................................................................................9-9
curb, gutter .........................................................................................................8-32
samples ...............................................................................................................9-10
Page II 2010 Standard Specifications M 41-10
INDEx
tack coat ..............................................................................................................5-22
waterproofing ..........................................................................................6-170, 9-76
ASPhAlT TREATED BASE (SEcTION 4-06) ................................................4-9, 4-11
Assignment of contract .................................................................................................1-77
Audits ..........................................................................................................................1-108
Authority of engineer and inspector .............................................................................1-27
AWARD AND ExEcuTION OF cONTRAcT (SEcTION 1-03) .........................1-17
B
Backfill abutments, inverts, piers, walls, etc. ................................................................2-30
Backfill, gravel ..............................................................................................................9-27
for drains ............................................................................................................9-27
for drywells ........................................................................................................9-27
for foundations ...................................................................................................9-26
for pipe zone bedding .........................................................................................9-27
for sand drains ....................................................................................................9-28
for walls ..............................................................................................................9-26
Backfilling, ....................................................................................................................2-30
bridges and trestles .............................................................................................2-17
cribbing .............................................................................................................8-107
irrigation system .................................................................................................8-28
manholes and catch basins .................................................................................7-15
pipe .....................................................................................................................7-24
structural plate pipe, arch, and underpass ............................................................7-8
unsuitable foundation .........................................................................................2-16
Ballast ...........................................................................................................................9-22
BAllAST AND cRuShED SuRFAcING (SEcTION 4-04) .................................4-4
Barricades, concrete pavement .....................................................................................5-52
Bars, dowel ...................................................................................................................5-48
reinforcing .................................................................................................6-68, 9-61
Base, asphalt treated ........................................................................................................4-9
crushed surfacing .........................................................................................4-4, 9-22
gravel base ...................................................................................................4-2, 9-23
Beam guardrail ...................................................................................................8-43, 9-100
Bearing tests ..................................................................................................................2-36
Bearing values, timber piles ........................................................................................6-145
Bedding, pipe ................................................................................................................7-21
Beginning of work ........................................................................................................1-80
Bending steel reinforcing bars .............................................................................6-69, 9-61
Bents, framed ..............................................................................................................6-130
Bid, consideration of .....................................................................................................1-17
deposit .......................................................................................................1-13, 1-19
proposal ................................................................................................................1-4
Bidder ..............................................................................................................................1-4
causes for disqualification ..................................................................................1-15
prequalification of ................................................................................................1-9
BID PROcEDuRES AND cONDITIONS (SEcTION 1-02) ...................................1-9
2010 Standard Specifications M 41-10 Page III
INDEx
BITuMINOuS MATERIAlS (SEcTION 9-02) .......................................................9-5
Blending sand, HMA ....................................................................................................9-20
Block traffic curb ...............................................................................................8-36, 9-114
Bolts ..............................................................................................................................9-55
Bolts, anchor, for concrete, steel, and timber structures
anchor bolts ........................................................................................................9-57
anchor for concrete .............................................................................................6-67
high-strength .......................................................................................................9-55
timber structure ................................................................................................6-129
unfinished ...........................................................................................................9-55
washers ...............................................................................................................9-56
Bond, proposal contract ................................................................................................1-13
Borrow, and borrow sites .....................................................................................2-12, 2-18
select ...................................................................................................................2-18
Box girder cell, drainage of ..........................................................................................6-68
Bridge approach embankment, definition .......................................................................1-4
backfill ................................................................................................................2-17
compacted ...........................................................................................................2-17
BRIDGE RAIlINGS (SEcTION 6-06) ..................................................................6-149
Buildings, use of ...........................................................................................................1-25
Burlap cloth .................................................................................................................9-122
c
Calendar days ................................................................................................................1-80
Camber diagram, structural steel ................................................................................6-121
timber trusses ....................................................................................................6-132
Catch basins ..................................................................................................................7-14
cEMENT cONcRETE DRIVEWAy ENTRANcES (SEcTION 8-06) ...............8-35
cEMENT cONcRETE PAVEMENT REhABIlITATION (SEcTION 5-01) ......5-1
cEMENT cONcRETE PAVEMENT (SEcTION 5-05) ........................................5-38
cold weather .......................................................................................................5-52
curing .........................................................................................................5-50, 5-52
dowel bars .................................................................................................5-48, 9-63
equipment ...........................................................................................................5-40
finishing ..............................................................................................................5-48
joints ...................................................................................................................5-46
mixing for structures .....................................................................................6-5, 6-6
proportioning materials ......................................................................................5-38
repair defective slabs ..........................................................................................5-53
subgrade .............................................................................................................5-44
surface smoothness .............................................................................................5-49
thickness, penalty for lack of ..............................................................................5-56
tie bars .......................................................................................................5-48, 9-64
cEMENT cONcRETE SIDEWAlkS (SEcTION 8-14) .......................................8-53
Cement, portland .............................................................................................................9-3
acceptance of ........................................................................................................9-4
chAIN lINk FENcE AND WIRE FENcE (SEcTION 8-12) .............................8-47
Page IV 2010 Standard Specifications M 41-10
INDEx
Changed conditions .......................................................................................................1-25
Change order .................................................................................................................1-21
Claims ..............................................................................................................1-105, 1-108
clEANING ExISTING DRAINAGE STRucTuRES (SEcTION 7-07) ............7-19
Cleanup, final ..................................................................................................................3-2
final for structures .................................................................................................6-4
clEARING, GRuBBING, AND ROADSIDE clEANuP (SEcTION 2-01) .........2-1
clearing and grubbing ...........................................................................................2-2
Clearing site for structures ..............................................................................................6-1
Clear plastic covering ...................................................................................................9-85
Cofferdams, shoring ......................................................................................................2-33
Cold weather work/unfavorable weather ......................................................................5-32
concrete .....................................................................................................6-17, 6-18
concrete pavement ..............................................................................................5-52
HMA ...................................................................................................................5-32
surfacing ...............................................................................................................4-6
Collusion, noncollusion declaration ..............................................................................1-13
Compacting, HMA ........................................................................................................5-28
asphalt treated base .............................................................................................4-10
concrete ..............................................................................................................5-44
embankment .......................................................................................................2-12
subgrade .............................................................................................................2-25
surfacing ...............................................................................................................4-5
Compaction control tests ...............................................................................................2-15
Completion date of contract ...................................................................................1-5, 1-80
Compost ........................................................................................................................9-83
Compost sock ................................................................................................................9-86
Concrete ..........................................................................................................................6-5
air-entrained ........................................................................................................6-14
blocks .................................................................................................................9-77
cement concrete pavement .................................................................................5-38
cement proportions for classes .............................................................................6-6
consistency ................................................................................................5-39, 6-14
curbs ...................................................................................................................8-31
curing, pavement ................................................................................................5-50
curing, structures ................................................................................................6-27
exposed to alkaline soils or sea water ................................................................6-23
finishing concrete surfaces, structures ................................................................6-31
finishing on pavement ........................................................................................5-48
foundation seals ..................................................................................................6-21
hand mixing ........................................................................................................6-10
lean concrete .........................................................................................................6-7
mixing for pavement ..........................................................................................5-44
mixing for structures .....................................................................................6-5, 6-6
piling, cast-in-place .................................................................................6-137, 9-75
pipe, culvert ........................................................................................................9-38
pipe, drain ...........................................................................................................9-36
placed in cold or freezing weather ............................................................5-52, 6-18
2010 Standard Specifications M 41-10 Page V
INDEx
placed in hot weather ..........................................................................................6-17
placed under water .............................................................................................6-21
placing, maximum time between layers .............................................................6-16
precast .................................................................................................................9-75
precast concrete piles .......................................................................................6-137
spillways .............................................................................................................8-31
surface finish, class 1 ..........................................................................................6-32
surface finish, class 2 ..........................................................................................6-32
transit-mixed, minimum/maximum revolutions ...................................................6-9
vibration of ................................................................................................5-45, 6-23
water reducing admixture .....................................................................................6-7
Concrete barrier, air-entrained ....................................................................................6-190
cONcRETE BARRIER (SEcTION 6-10) ............................................................6-190
Concrete inlet ................................................................................................................7-14
cONcRETE PATchING MATERIAl (SEcTION 9-20) ...................................9-116
cONcRETE SlOPE PROTEcTION (SEcTION 8-16) ........................................8-58
cONcRETE STRucTuRES (SEcTION 6-02) ........................................................6-5
Conformity with and deviations from plans .................................................................1-28
cONSTRucTION GEOSyNThETIc (SEcTION 2-12)
(SEcTION 9-33) ...........................................................................................2-41, 9-197
Construction geotextile bid items .......................................................................2-43
Construction Geotextile for Ditch Lining ..........................................................2-41
Construction Geotextile for Permanent Erosion Control ...................................2-41
Construction Geotextile for Separation ..............................................................2-41
Construction Geotextile for Soil Stabilization ...................................................2-41
Construction Geotextile for Underground Drainage ..........................................2-41
Construction stakes .......................................................................................................1-28
Contract bond .........................................................................................................1-5, 1-18
Contract, definition .........................................................................................................1-5
additions/alterations of work ..............................................................................1-21
assigning .............................................................................................................1-77
award of ..............................................................................................................1-17
completion date ..................................................................................................1-80
execution of ........................................................................................................1-18
extensions of time ...............................................................................................1-83
failure to execute ................................................................................................1-18
intent of ..............................................................................................................1-20
liquidated damages, overrun of time ..................................................................1-85
subletting ............................................................................................................1-75
termination .........................................................................................................1-85
Contraction joints ..........................................................................................................5-47
Contractor, definition ......................................................................................................1-5
compliance with laws .........................................................................................1-44
cooperation by and with others ..........................................................................1-32
examination of site .............................................................................................1-10
forest fires ...........................................................................................................1-46
liability for patents and processes ......................................................................1-70
overweight loads ................................................................................................1-48
Page VI 2010 Standard Specifications M 41-10
INDEx
prevailing wages .................................................................................................1-50
qualification for award .........................................................................................1-9
responsibility for damage ...................................................................................1-60
responsibility to public and for work .................................................................1-59
unauthorized work ..............................................................................................1-30
cONTROl OF MATERIAl (SEcTION 1-06) ........................................................1-33
cONTROl OF WORk (SEcTION 1-05) ................................................................1-27
Coordination of contract documents, plans, special provisions,
specifications, and addenda ................................................................................1-20
Corrugated aluminum alloy pipes .................................................................................9-36
Counter, batch ........................................................................................................5-44, 6-9
Crack sealing ........................................................................................................5-23, 9-33
cRIBBING (SEcTION 9-27) ..................................................................................9-129
gabion ...............................................................................................................9-129
wire mesh .........................................................................................................9-129
Cross connection control device ...................................................................................8-29
Crushed surfacing top course ........................................................................................9-22
Crushing plant, compensation for moving ......................................................................3-3
culVERTS (SEcTION 7-02) .....................................................................................7-3
Curb, asphalt concrete ...................................................................................................8-32
cement concrete ..................................................................................................8-32
cuRBS, GuTTERS, AND SPIllWAyS (SEcTION 8-04) ....................................8-31
Curing, cement concrete ...............................................................................................5-50
cement concrete sidewalks .................................................................................8-54
concrete ............................................................................................................9-112
concrete piles, precast ......................................................................................6-136
concrete structures ..............................................................................................6-27
Cuts, widening of ............................................................................................................2-6
D
Damage to property, contractor responsible for ............................................................1-60
Date numerals, for concrete structures ..........................................................................6-33
Debris, clearing and grubbing, disposal of .....................................................................2-1
Defective work ..............................................................................................................1-30
DEFINITIONS AND TERMS (SEcTION 1-01) .......................................................1-1
DEFINITIONS AND TESTS (SEcTION 9-00) .........................................................9-1
Deleted items, payment for ...........................................................................................1-94
Detours ..........................................................................................................................1-73
Dewatering foundations seals .......................................................................................6-21
Discrimination ...............................................................................................................1-54
Disqualification of bidders ............................................................................................1-15
Ditches, roadway ...........................................................................................................2-11
Documents, required .....................................................................................................1-53
Dowel bars ....................................................................................................................5-48
DRAINAGE STRucTuRES, culVERTS, AND cONDuITS (SEcTION 9-05) 9-36
DRAINS (SEcTION 7-01) ...........................................................................................7-1
french or rock .....................................................................................................6-68
2010 Standard Specifications M 41-10 Page VII
INDEx
Drawings, working, contractor responsible for .............................................................1-28
Drop manhole connection .............................................................................................7-16
Drop-offs, roadway ..............................................................................................1-72, 1-73
Drywells ........................................................................................................................7-14
Ductile iron castings .....................................................................................................9-58
Dust ratio .........................................................................................................................9-1
E
ElASTOMERIc BEARING PADS (SEcTION 9-31) ..........................................9-195
Elastomeric joint seal ...........................................................................................6-31, 9-33
Embankments, approach to bridge structure .................................................................2-17
compaction control test ......................................................................................2-15
earth and rock, compaction .......................................................................2-13, 2-14
snow removal .....................................................................................................2-19
unsuitable foundation excavation .......................................................................2-15
End slopes .....................................................................................................................2-19
EPOxy RESINS (SEcTION 9-26) .........................................................................9-126
Equal Employment Opportunity (EEO) ...............................................................1-54, 1-55
Equipment, for aeration ................................................................................................2-19
automatically controlled .....................................................................................1-30
weighing .............................................................................................................1-90
Equitable adjustment .....................................................................................................1-94
EROSION cONTROl AND ROADSIDE PlANTING (SEcTION 9-14) ...........9-81
EROSION cONTROl AND WATER POlluTION cONTROl
(SEcTION 8-01) ........................................................................................................8-1
Erosion control blanket .................................................................................................9-85
Erosion control devices .................................................................................................9-85
Estimates, partial payment .................................................................................1-25, 1-100
for material on hand ...........................................................................................1-99
Excavation, below grade .................................................................................................2-6
borrow, pits .........................................................................................................2-12
cuts, widening of ..................................................................................................2-6
disposal of surplus and waste material ...............................................................2-10
ditches .................................................................................................................2-11
measurement .......................................................................................................2-20
overbreak ............................................................................................................2-11
payment ..............................................................................................................2-21
rock cuts ...............................................................................................................2-6
rock stored for future use ...................................................................................2-10
selected material .................................................................................................2-11
slides ...................................................................................................................2-11
sluicing by special provisions ..............................................................................2-9
stepped slope construction .................................................................................2-20
stripping quarries and pits ....................................................................................3-1
trenches ...............................................................................................................7-20
unsuitable foundation materials .........................................................................2-16
waste of material, replacement ..................................................................2-10, 2-11
Page VIII 2010 Standard Specifications M 41-10
INDEx
Excavation, below subgrade ...........................................................................................2-9
Excavation for structures, backfilling ...........................................................................2-30
classification .......................................................................................................2-31
depth ...................................................................................................................2-29
disposal of excavated material ...........................................................................2-29
in open pits .........................................................................................................2-32
riprap ..................................................................................................................8-55
trench ..................................................................................................................7-20
Execution of contract ....................................................................................................1-18
Expansion bearings, concrete structure .........................................................................6-67
Expansion joint filler and sealer ....................................................................................9-33
Explosives, use of, storage ............................................................................................1-70
Extension of time, for execution of contract and furnishing bond ...............................1-18
Eyebars ........................................................................................................................6-114
F
Fabric, waterproofing .........................................................................................6-170, 9-76
Falsework, for concrete structures ................................................................................6-37
plans for concrete structures, falsework and formwork .....................................6-33
plans for steel bridges .......................................................................................6-110
removal from concrete structure ........................................................................6-65
Federal Highway Administration, approval and inspection ...................................1-6, 1-59
FENcE AND GuARDRAIl (SEcTION 9-16) ........................................................9-96
Fence, chain link, wire .........................................................................................8-47, 9-96
Fertilizers ......................................................................................................................8-19
Field test, storm sewers .................................................................................................7-12
Filter blanket, with riprap .............................................................................................8-56
Final cleanup .................................................................................................................1-26
quarry and pit sites ...............................................................................................3-2
structures ..............................................................................................................6-4
Final inspection and acceptance ...........................................................................1-30, 1-31
Final payment for contract ...............................................................................1-100, 1-101
Finishing, cement concrete pavement ...........................................................................5-48
HMA ...................................................................................................................5-27
precast concrete piles .......................................................................................6-136
sidewalk ..............................................................................................................8-53
surface finishes for concrete, classes 1 and 2 .....................................................6-32
FlExIBlE GuIDE POSTS (SEcTION 9-17) .......................................................9-107
Floor, (bridge) single-plank and laminated .................................................................6-131
plank subfloor for concrete deck ......................................................................6-132
Fly ash .........................................................................................................................9-123
Force account, provisions and payment for ..................................................................1-95
Forests, protection of ....................................................................................................1-46
Forgings, steel ...............................................................................................................9-57
Forms, concrete structure ..............................................................................................6-37
plans for concrete structures ...............................................................................6-33
releasing agent/compound ..................................................................................6-63
removal from concrete structure ........................................................................6-65
2010 Standard Specifications M 41-10 Page IX
INDEx
Foundation, for cribbing .............................................................................................8-105
for structures .........................................................................................................6-1
preparation for placing, structures ......................................................................2-33
Fracture ...........................................................................................................................9-1
G
Gabion cribbing ...............................................................................................8-105, 9-129
Gaskets, rubber .............................................................................................................9-34
Gates, chain link and wire fence .................................................................8-47, 8-49, 9-97
access control .....................................................................................................8-44
GENERAl PIPE INSTAllATION REQuIREMENTS (SEcTION 7-08) ..........7-20
GENERAl REQuIREMENTS FOR STRucTuRES (SEcTION 6-01) ................6-1
Geosynthetic material requirements ...........................................................................9-197
GEOSyNThETIc RETAINING WAllS (SEcTION 6-14) ...............................6-213
Geosynthetic retaining wall, traffic and pedestrian barriers .......................................6-216
Geotextile-encased check dam ......................................................................................9-86
Girder deflection ...........................................................................................................6-85
GlARE ScREEN (SEcTION 8-25) .......................................................................8-108
Grade requirements, timber and lumber .......................................................................9-71
Grate inlets ...........................................................................................................7-14, 9-50
Gratuities .......................................................................................................................1-70
Gravel backfill, drains ...................................................................................................9-27
drywells ..............................................................................................................9-27
foundations .........................................................................................................9-26
pipe zone bedding ......................................................................................7-20, 9-27
walls ...................................................................................................................9-26
GRAVEl BASE (SEcTION 4-02) ...............................................................................4-2
Gravel borrow ......................................................................................................2-18, 9-28
Grubbing .........................................................................................................................2-2
Guarantees .....................................................................................................................1-30
GuARDRAIl (SEcTION 8-11) ................................................................................8-43
GuIDE POSTS (SEcTION 8-10) ..............................................................................8-42
Guying ...........................................................................................................................8-18
h
Hammer, pile driving ..................................................................................................6-138
hAul (SEcTION 2-04) .............................................................................................2-23
additional for changed quarry-pit site ..................................................................3-3
disposal of excavated material ...........................................................................2-29
Headwalls .................................................................................................................7-5, 7-8
High-strength bolts ........................................................................................................9-55
High-visibility apparel ..................................................................................................1-50
High visibility fence ...............................................................................................8-1, 9-86
Holes, hand, in steel ....................................................................................................6-114
pin, structural steel ...........................................................................................6-115
punched, reamed, subpunched .........................................................................6-118
rods, bolts, on timber structures .......................................................................6-130
weep, retaining wall ...........................................................................................6-68
Page X 2010 Standard Specifications M 41-10
INDEx
hOT MIx ASPhAlT (SEcTION 5-04) ...................................................................5-19
crack sealing .......................................................................................................5-23
equipment ...........................................................................................................5-20
joints ...................................................................................................................5-31
mix design ..........................................................................................................5-24
mixing plant ........................................................................................................5-20
paving .................................................................................................................5-21
planing ................................................................................................................5-32
preparation of aggregates ...................................................................................5-24
preparation of surface .........................................................................................5-22
spreading and finishing .......................................................................................5-27
surface smoothness .............................................................................................5-31
warm mix asphalt ......................................................................................5-19, 9-10
weather limitations .............................................................................................5-32
Hour, measurement of (precision) .................................................................................1-89
hyDRANTS (SEcTION 7-14) ..................................................................................7-45
I
IlluMINATION, SIGNAl, ElEcTRIcAl (SEcTION 9-29) ..........................9-142
IlluMINATION, TRAFFIc SIGNAl SySTEMS, AND ElEcTRIcAl
(SEcTION 8-20) ......................................................................................................8-65
IMPAcT ATTENuATOR SySTEMS (SEcTION 8-17) .........................................8-60
Incentive, financial, materials .......................................................................................1-41
Initial planting ...............................................................................................................8-19
Inlets, metal ...................................................................................................................9-50
Inspection, access for ....................................................................................................1-29
federal agency ....................................................................................................1-59
final, of work ......................................................................................................1-30
guardrail rail element .......................................................................................9-102
mill and shop, steel structures ..........................................................................6-109
plant material ......................................................................................................9-89
reinforcing steel bars ..........................................................................................9-62
Inspectors, authority and duties ....................................................................................1-27
Insurance, public liability and property damage ...........................................................1-69
Intent of the contract .....................................................................................................1-20
Irrigation, electrical service ..........................................................................................8-30
IRRIGATION SySTEMS (SEcTION 8-03) (SEcTION 9-15) .....................8-25, 9-91
Irrigation, water service ................................................................................................8-30
J
Jets, water, for driving piles ........................................................................................6-141
JOINT AND cRAck SEAlING MATERIAlS (SEcTION 9-04) .......................9-33
Joints, concrete curb and gutters ...................................................................................8-32
concrete pavement construction, contraction .....................................................5-46
expansion for concrete structures .......................................................................6-31
expansion for sidewalks .....................................................................................8-53
for pipe culverts, sewers, etc. .............................................................................7-23
HMA ...................................................................................................................5-31
2010 Standard Specifications M 41-10 Page XI
INDEx
metal spillways ...................................................................................................8-32
premolded joint filler ............................................................................................6-4
sealing, concrete pavement ................................................................................5-53
spillways at bridge ends .....................................................................................8-33
Joint venture ....................................................................................................................1-9
k
Keystone .........................................................................................................................4-5
l
Labor and Industries, State Department of ..........................................................1-11, 1-52
Laboratory .......................................................................................................................1-6
Labor, prevailing wages ................................................................................................1-50
Laminated timber structures .......................................................................................6-131
Laws to be observed ......................................................................................................1-44
Layout of planting .........................................................................................................8-17
lEGAl RElATIONS AND RESPONSIBIlITIES TO ThE PuBlIc
(SEcTION 1-07) ......................................................................................................1-44
Liability of public officers ............................................................................................1-74
Licenses and permits .....................................................................................................1-48
License, structural engineer ..........................................................................................6-34
Liquidated damages, overruns of time ..........................................................................1-85
Load limits ....................................................................................................................1-48
Log of test boring ..........................................................................................................1-12
Loose riprap .........................................................................................................8-55, 9-78
Lower tier subcontractors .............................................................................................1-75
Lumber, forms for concrete structures ..........................................................................6-61
grade requirements .............................................................................................9-71
preservative treatment ........................................................................................9-73
M
MAIlBOx SuPPORT (SEcTION 8-18) (SEcTION 9-32) .........................8-62, 9-196
Maintenance, during suspension of work .....................................................................1-82
Maintenance rock ...................................................................................................4-7, 9-23
Malleable iron castings .................................................................................................9-57
MANhOlES, INlETS, cATch BASINS, AND DRyWEllS
(SEcTION 7-05) ......................................................................................................7-14
Manufacturer’s certificate of compliance .....................................................................1-43
MASONRy uNITS (SEcTION 9-12) .......................................................................9-77
Materials, bought from contractor ................................................................................1-96
defective .............................................................................................................1-30
financial incentive ..............................................................................................1-41
found on project, use of ......................................................................................1-26
guarantee ............................................................................................................1-30
on hand, payment for ..........................................................................................1-99
source of supply and quality ...............................................................................1-33
storage and handling ...........................................................................................1-43
Page XII 2010 Standard Specifications M 41-10
INDEx
tests for acceptance .............................................................................................1-35
MEASuREMENT AND PAyMENT (SEcTION 1-09) ...........................................1-89
Mechanical rebar splices ...............................................................................................6-74
Mesh, wire, for reinforcement ......................................................................................9-64
for wire fence .....................................................................................................8-50
Metal end sections ...........................................................................................................7-5
Mineral filler for HMA ..................................................................................................9-20
Mixing, cement concrete for paving .............................................................................5-44
cement concrete for structures ............................................................................6-10
HMA for pavement .............................................................................................5-25
Mobilization ..................................................................................................................1-99
MODIFIED cONcRETE OVERlAyS (SEcTION 6-09) ...................................6-172
MONuMENT cASES (SEcTION 8-13) (SEcTION 9-22) .........................8-52, 9-121
Mortar blocks, rebar placement ....................................................................................6-71
Mortar for waterproofing ..............................................................................................9-76
Moving crushing plants, payment for .............................................................................3-3
Mowing .........................................................................................................................8-22
Mudsills, for falsework .................................................................................................6-44
for timber structures .........................................................................................6-130
Mulch ...................................................................................................................8-19, 9-82
N
Name plates, for structures .............................................................................................6-3
Navigable streams affected by structures ........................................................................6-2
Nestable pipe and pipe arch ..........................................................................................9-42
NOISE BARRIER WAllS (SEcTION 6-12) ........................................................6-199
Noncollusion declaration ..............................................................................................1-13
No waiver of legal rights by state .................................................................................1-74
O
Obstructions, removal and disposal of ............................................................................2-4
Opening, bid proposal ...................................................................................................1-15
sections of highway to traffic .............................................................................1-74
Overbreak ......................................................................................................................2-11
P
Painting, application
machine finished surfaces .................................................................................6-120
PAINTING (SEcTION 6-07) ...................................................................................6-151
PAINTS AND RElATED MATERIAlS (SEcTION 9-08) ....................................9-66
Panel, concrete, cast-in-place noise barrier .................................................................6-201
concrete fascia, for soil nail walls ....................................................................6-225
concrete fascia, for soldier pile and soldier pile tieback walls .........................6-233
concrete, precast, erection for structural earth walls ........................................6-209
concrete, precast, fabrication for structural earth walls ...................................6-207
concrete, precast noise barrier ..........................................................................6-201
timber, noise barrier .........................................................................................6-202
2010 Standard Specifications M 41-10 Page XIII
INDEx
Patented devices, materials, and processes ...................................................................1-70
Pavement, adjacent lanes ..............................................................................................5-52
cement concrete ..................................................................................................5-38
curing cement concrete .......................................................................................5-50
PAVEMENT MARkING MATERIAl (SEcTION 9-34) .....................................9-204
PAVEMENT MARkING (SEcTION 8-22) .............................................................8-94
Payment, final acceptance .......................................................................1-25, 1-100, 1-101
for items deleted from contract ..........................................................................1-94
for material on hand ...........................................................................................1-99
for surplus processed materials ........................................................................1-102
partial and progress estimates ............................................................................1-25
scope of ..............................................................................................................1-93
state sales tax ......................................................................................................1-45
Payrolls, certified ..........................................................................................................1-53
Perforated drain pipe .....................................................................................................9-38
PERMANENT GROuND ANchORS (SEcTION 6-17) .....................................6-235
acceptance criteria ............................................................................................6-243
installing ...........................................................................................................6-239
tendon fabrication, storage, handling ....................................................6-237, 6-239
testing and stressing .........................................................................................6-240
PERMANENT SIGNING (SEcTION 8-21) ............................................................8-88
Permeable ballast ...................................................................................................4-6, 9-22
Permits and licenses ......................................................................................................1-48
Pesticides .......................................................................................................................8-15
PIlING (SEcTION 6-05) (SEcTION 9-10) .................................................6-133, 9-74
before driving precast concrete (strength) ........................................................6-143
cast-in-place concrete ..............................................................................6-147, 9-75
curing precast concrete .....................................................................................6-136
equipment for driving .......................................................................................6-140
formulas for bearing values ..............................................................................6-145
ordering ............................................................................................................6-134
penetration and driving .....................................................................................6-143
precast concrete ................................................................................................6-135
precast piles ........................................................................................................9-75
steel ..........................................................................................................6-137, 9-75
storage and handling .........................................................................................6-137
test piles ............................................................................................................6-141
timber piles .......................................................................................................6-137
water jets for driving ........................................................................................6-141
Pins and rollers, structural steel ..................................................................................6-114
Pipe age before shipping concrete
rubber gaskets .....................................................................................................9-34
structural plate ......................................................................................................7-7
Pipe, age before shipping concrete ...............................................................................9-39
aluminum, culvert ...............................................................................................9-43
aluminum, storm sewer ......................................................................................9-48
asphalt coatings and paved inverts .....................................................................9-41
cleaning and testing ............................................................................................7-12
concrete culvert ..................................................................................................9-38
Page XIV 2010 Standard Specifications M 41-10
INDEx
concrete storm sewer ..........................................................................................9-45
corrugated iron and steel underdrain ..................................................................9-37
nestable ...............................................................................................................9-42
plugging existing pipe with concrete .................................................................7-24
reinforced concrete storm sewer ........................................................................9-45
removing and relaying culverts ............................................................................7-5
steel culvert ........................................................................................................9-40
steel storm sewer ................................................................................................9-47
structural plate ....................................................................................................9-43
testing storm sewer pipe joints ...........................................................................9-45
treatment, protective ...........................................................................................9-40
vitrified clay sewer .............................................................................................9-46
Pipe and fittings, irrigation system ................................................................................9-91
Pipe arch, structural plate ..............................................................................................9-44
Pipe laying ....................................................................................................................7-22
Pipe, storm sewer ..........................................................................................................9-45
Pipe zone bedding .........................................................................................................7-21
Pit sites, acquisition ........................................................................................................3-4
Planing bituminous pavement .......................................................................................5-32
Plans .......................................................................................................................1-6, 1-10
ambiguities with the specifications ....................................................................1-20
cofferdams and shoring ......................................................................................2-33
conformity with and deviations from .................................................................1-28
examination of site of work ................................................................................1-10
falsework and forms ...........................................................................................6-36
reclamation .........................................................................................................3-11
temporary water pollution/erosion control ...........................................................8-2
working drawings ......................................................................................1-27, 1-28
Plant establishment .......................................................................................................8-19
Planting .........................................................................................................................8-18
Planting area preparation ..............................................................................................8-17
Plant materials ...............................................................................................................9-87
Plant replacement ..........................................................................................................8-20
Plastic covering, clear ...................................................................................................9-85
PlASTIc WATERSTOP (SEcTION 9-24) ............................................................9-124
Plate girders ................................................................................................................6-114
Platform scales ..............................................................................................................1-92
Plugging existing pipe ...................................................................................................7-24
Polyacrylamide (PAM) .................................................................................................9-85
Portland Cement Concrete Compliance Adjustment ....................................................5-55
PORTlAND cEMENT (SEcTION 9-01) ..................................................................9-3
Posts, chain link fence ...................................................................................................8-47
glare screen ............................................................................................8-108, 9-103
guardrail ..................................................................................................8-43, 9-100
guide ...................................................................................................................8-42
sign ..........................................................................................................8-90, 9-140
wire fence ...........................................................................................................8-49
Pre-award information ..................................................................................................1-16
2010 Standard Specifications M 41-10 Page XV
INDEx
Precast concrete piles ..................................................................................................6-135
PREcAST TRAFFIc cuRB AND BlOck TRAFFIc cuRB
(SEcTION 8-07) (SEcTION 9-18) .............................................................8-36, 9-111
Premolded joint filler .............................................................................................6-4, 9-33
Prequalification of bidders ..............................................................................................1-9
Prestressed concrete girders, prestressed concrete ........................................................6-76
PRESTRESSED cONcRETE GIRDERS (SEcTION 9-19) ...............................9-115
Prestressing reinforcement ............................................................................................9-64
Prevailing rates of wages ..............................................................................................1-50
Prime coat .....................................................................................................................5-23
PRODucTION FROM QuARRy AND PIT SITES (SEcTION 3-01) ..................3-1
Progress estimates .........................................................................................................1-25
Progress schedule, to be furnished by contractor ..........................................................1-77
Property, protection and restoration of ..........................................................................1-65
Proposal, bid, definition ..................................................................................................1-4
causes for rejection, irregularities ......................................................................1-15
combination and multiple ...................................................................................1-14
delivery of ..........................................................................................................1-14
officers, personal liability ...................................................................................1-74
preparation of .....................................................................................................1-12
public opening ....................................................................................................1-15
withdrawal or revision of ...................................................................................1-14
Proposal forms .......................................................................................................1-6, 1-12
PROSEcuTION AND PROGRESS (SEcTION 1-08) ...........................................1-75
Prosecution of work ......................................................................................................1-80
Protest by the contractor ...............................................................................................1-22
Pruning ..........................................................................................................................8-18
Public convenience and safety ......................................................................................1-71
officers, personal liability ...................................................................................1-74
Pumping, for foundation seals ......................................................................................6-21
Q
Qualified products list ...................................................................................................1-33
Quantities, measurement of bid items of work .............................................................1-89
Quarries, pits, acquisition of sites ...................................................................................3-4
compensation for moving plan .............................................................................3-3
final cleanup .........................................................................................................3-2
preparation of site .................................................................................................3-1
production requirements .......................................................................................3-1
scalping .................................................................................................................3-2
Quarry spalls ........................................................................................................8-56, 9-79
Quick coupler valves .....................................................................................................9-93
R
Railings, metal ............................................................................................................6-149
metal bridge ........................................................................................................9-59
timber ...............................................................................................................6-149
Page XVI 2010 Standard Specifications M 41-10
INDEx
RAISED PAVEMENT MARkERS (RPM) (SEcTION 8-09)
(SEcTION 9-21) ...........................................................................................8-39, 9-119
recessed pavement markers ................................................................................8-40
Ready-mix concrete ........................................................................................................6-8
Reclamation of pit sites .................................................................................................3-11
Records and retention, required ....................................................................................1-58
Regulations, State Department of Fish and Wildlife ....................................................1-47
state and federally owned lands .........................................................................1-45
REINFORcED cONcRETE WAllS (SEcTION 6-11) .....................................6-195
Reinforcing bars, tie bars, dowels ........................................................................5-48, 9-62
REINFORcING STEEl (SEcTION 9-07) ..............................................................9-61
clearances ...........................................................................................................6-72
inspection ...........................................................................................................9-62
mortar blocks ......................................................................................................6-71
placing and fastening ..........................................................................................6-70
splicing ...............................................................................................................6-73
weight of reinforcing steel ................................................................................6-107
welding ...............................................................................................................6-73
Rejection of bids ...........................................................................................................1-15
Removal of, defective and unauthorized work .............................................................1-30
existing pavement .................................................................................................2-5
falsework and forms ...........................................................................................6-65
overburden from quarries and pits .......................................................................3-1
utilities ................................................................................................................1-68
REMOVAl OF STRucTuRES AND OBSTRucTIONS (SEcTION 2-02) ..........2-4
Removing and replacing culverts ....................................................................................7-5
Rented equipment, force account ..................................................................................1-97
Request for approval of material ...................................................................................1-34
Retainage .....................................................................................................................1-101
Retaining walls, drainage, backfill ................................................................................6-68
Retempering concrete, prohibited .................................................................................5-44
Ride Smoothness Compliance Adjustment ...................................................................5-55
Right of way ...........................................................................................................1-6, 1-74
RIPRAP, QuARRy SPAllS, SlOPE PROTEcTION, AND ROck
WAllS (SEcTION 9-13) .......................................................................................9-78
RIPRAP (SEcTION 8-15) ..........................................................................................8-55
hand placed ................................................................................................8-55, 9-78
loose ..........................................................................................................8-55, 9-78
sack .....................................................................................................................9-78
sack concrete ......................................................................................................8-56
Roadside cleanup ............................................................................................................2-3
ROADSIDE RESTORATION (SEcTION 8-02) .....................................................8-14
Roadside work plan .......................................................................................................8-14
Roadway ditches ...........................................................................................................2-11
ROADWAy ExcAVATION AND EMBANkMENT (SEcTION 2-03) ...................2-6
ROck AND GRAVITy BlOck WAll AND GABION cRIBBING
(SEcTION 8-24) ....................................................................................................8-104
2010 Standard Specifications M 41-10 Page XVII
INDEx
Rock, drilling safety requirements ................................................................................1-70
embankments ......................................................................................................2-13
walls ...................................................................................................................9-79
Rollers, HMA ................................................................................................................5-22
Rubber gasketed pipe joints .................................................................................7-23, 9-34
RuMBlE STRIPS (SEcTION 8-08) ........................................................................8-38
S
Sack riprap ...........................................................................................................8-56, 9-78
Safety and convenience of public .................................................................................1-71
Safety bars for culvert pipe ......................................................................................7-6, 7-8
Sales tax, state ...............................................................................................................1-45
Salvage of usable materials .............................................................................................2-4
Sampling and acceptance, bituminous materials ............................................................9-9
cement ..................................................................................................................9-4
materials, general ...............................................................................................1-35
Sand drainage blanket .................................................................................2-16, 2-20, 9-28
Sand equivalent ...............................................................................................................9-1
Sand/silt ratio ..................................................................................................................9-1
Sanitary accommodations .............................................................................................1-46
SANITARy SEWERS (SEcTION 7-17) ...................................................................7-51
Scales, weighing ...........................................................................................................1-90
Schedule, progress ...............................................................................................1-16, 1-77
ScOPE OF ThE WORk (SEcTION 1-04) .............................................................1-20
Screw threads ..............................................................................................................6-117
Seals, foundation ...........................................................................................................6-21
Seed ...............................................................................................................................9-81
Seeding, erosion control ................................................................................................9-81
Selected material, in excavation ...................................................................................2-11
SERVIcE cONNEcTIONS (SEcTION 7-15) ........................................................7-48
SEWER clEANOuTS (SEcTION 7-19) ................................................................7-59
SEW (Structural Earth Walls) .....................................................................................6-204
precast concrete facing panel and concrete block erection ..............................6-209
precast concrete facing panel and concrete block fabrication ..........................6-207
traffic barrier and pedestrian barrier .................................................................6-211
welded wire faced structural earth wall erection ..............................................6-209
Shaft, construction, noise barrier walls .......................................................................6-200
excavation, soldier pile and soldier pile tieback walls .....................................6-228
Shear, connectors ..........................................................................................................9-58
keys .....................................................................................................................6-30
Shoes, bridge, setting and grouting .............................................................................6-126
Shop, drawings for prestressed girders .........................................................................6-78
details for steel structures .................................................................................6-110
details for timber structures ..............................................................................6-129
Shoring ..........................................................................................................................7-21
cofferdams ..........................................................................................................2-33
Page XVIII 2010 Standard Specifications M 41-10
INDEx
ShOTcRETE FAcING (SEcTION 6-18) .............................................................6-245
application ........................................................................................................6-247
finishing ............................................................................................................6-248
mix design ........................................................................................................6-245
soil nail walls ....................................................................................................6-222
testing ...............................................................................................................6-245
SIDE SEWERS (SEcTION 7-18) ..............................................................................7-57
Sidewalks, cement concrete ..........................................................................................8-53
SIGNING MATERIAlS AND FABRIcATION (SEcTION 9-28) ......................9-132
Sign posts, timber ........................................................................................................9-140
Signs, overhead clearance at railroad track ...................................................................6-64
overhead clearance, roadway .............................................................................6-64
permanent signing ..............................................................................................8-88
Site of work, examination of .........................................................................................1-10
SITE REclAMATION (SEcTION 3-03) ................................................................3-10
Slides .............................................................................................................................2-11
Slope protection, concrete ....................................................................................8-58, 9-79
Sluicing ...........................................................................................................................2-9
Slump ..........................................................................................................6-11, 6-14, 6-79
Slump test ...............................................................................................................6-9, 6-10
Snow removal, prior to grading ....................................................................................2-19
Soil ................................................................................................................................9-81
Soil amendments ...........................................................................................................8-17
SOIl NAIl WAllS (SEcTION 6-15) ...................................................................6-218
concrete fascia panels .......................................................................................6-225
shotcrete facing ................................................................................................6-221
soil nailing ........................................................................................................6-220
soil nail testing and acceptance ........................................................................6-222
SOlDIER PIlE AND SOlDIER PIlE TIEBAck WAllS (SEcTION 6-16) .6-227
concrete fascia panel ........................................................................................6-233
installing soldier piles .......................................................................................6-229
prefabricated drainage mat ...............................................................................6-233
shaft excavation ................................................................................................6-228
Specifications, definition .................................................................................................1-7
coordination of contract, plans, special provisions ............................................1-20
Spillways, air-entrained concrete ..................................................................................8-31
at bridge ends .....................................................................................................8-33
cement concrete ..................................................................................................8-31
metal ...................................................................................................................8-32
Splicing .........................................................................................................................6-73
mechanical splices ..............................................................................................6-74
reinforcing steel ..................................................................................................6-73
steel piles ..........................................................................................................6-137
stringers, wood .................................................................................................6-131
Stakes, construction ......................................................................................................1-28
Staking ..........................................................................................................................8-18
Statement of Intent to Pay Prevailing Wages ................................................................1-52
Steel bars, for reinforcing .............................................................................................9-61
2010 Standard Specifications M 41-10 Page XIX
INDEx
Steel bolts, for structural steel .......................................................................................9-55
shop assembly ..................................................................................................6-119
shop plans for fabricating steel .........................................................................6-110
shop storage of structural materials ...................................................................6-111
straighten bent material, steel ...........................................................................6-112
weighing structural steel ...................................................................................6-110
welds .................................................................................................................6-115
STEEl STRucTuRES (SEcTION 6-03) ..............................................................6-109
alignment and camber ......................................................................................6-121
assembling and bolting .....................................................................................6-121
pin nuts, bolts ........................................................................................6-125, 6-126
Stepped slope construction ...........................................................................................2-20
Stockpile construction .....................................................................................................3-8
Stockpile sites .................................................................................................................3-7
preparation of site .................................................................................................3-8
STOckPIlING AGGREGATES (SEcTION 3-02) ..................................................3-7
HMA aggregates .................................................................................................5-24
Storage, cement for concrete ...........................................................................................9-4
concrete precast units .........................................................................................6-86
explosives ..................................................................................................1-70, 1-71
lumber for timber structures .............................................................................6-129
materials, general ...............................................................................................1-43
piling .................................................................................................................6-137
structural steel ...................................................................................................6-111
waterproofing fabric .........................................................................................6-170
STORM SEWERS (SEcTION 7-04) ........................................................................7-10
Straightening bent material, steel ................................................................................6-112
Straw .............................................................................................................................9-82
Stringers, timber structures .........................................................................................6-131
Stripping quarries, pits ....................................................................................................3-1
STRucTuRAl EARTh WAllS (SEcTION 6-13) .............................................6-204
Structural plate pipe and pipe arch ..................................................................................7-7
STRucTuRAl PlATE PIPE, PIPE ARch, ARch, AND uNDERPASS
(SEcTION 7-03) ........................................................................................................7-7
STRucTuRAl STEEl AND RElATED MATERIAlS (SEcTION 9-06) .........9-55
Structure excavation, classification ...............................................................................2-31
trench widths, for measurement .........................................................................2-37
Structures, concrete .........................................................................................................6-5
steel ...................................................................................................................6-109
timber ...............................................................................................................6-129
Structures, general requirements .....................................................................................6-1
approaches to movable spans ...............................................................................6-2
clearing site ..........................................................................................................6-1
Subcontractor .........................................................................................................1-7, 1-75
Subgrade, cement concrete sidewalk ............................................................................8-53
for surfacing .......................................................................................................2-25
pavement ............................................................................................................2-25
SuBGRADE PREPARATION (SEcTION 2-06) .....................................................2-25
Page XX 2010 Standard Specifications M 41-10
INDEx
Subletting contract work ...............................................................................................1-75
Substitution of plants ....................................................................................................9-89
Substructure of bridge .....................................................................................................1-7
Subsurface boring logs ..................................................................................................1-12
Surety, definition .............................................................................................................1-8
responsibility ......................................................................................................1-18
Surfacing, ballast .............................................................................................................4-4
construction of courses .........................................................................................4-5
crushed ...............................................................................................................9-22
equipment .............................................................................................................4-4
gravel base ..........................................................................................................9-23
hours of work .......................................................................................................4-6
maintenance during work suspension ................................................................1-82
mixing ...................................................................................................................4-4
percent of water content payable ..........................................................................3-5
placing and spreading ...........................................................................................4-5
Surplus material, disposal of .........................................................................................2-10
Surplus screenings ...................................................................................................3-3, 3-5
Suspension of work .......................................................................................................1-81
T
Tack coat .......................................................................................................................5-22
Tagging plants ...............................................................................................................9-89
Tax, state sales tax .........................................................................................................1-45
Temperature, normal .......................................................................................................6-4
Temperature of asphalt ..................................................................................................9-10
Temporary concrete barrier .........................................................................................6-192
Temporary erosion and sediment control (TESC) ..........................................................8-2
TEMPORARy PAVEMENT MARkINGS (SEcTION 8-23) ..............................8-102
TEMPORARy TRAFFIc cONTROl MATERIAlS (SEcTION 9-35) ............9-214
TEMPORARy TRAFFIc cONTROl (SEcTION 1-10) .....................................1-112
Temporary water pollution/erosion control ............................................................1-62, 8-1
Testing, irrigation system, electrical .............................................................................8-27
Test piles .....................................................................................................................6-141
Tests, aggregates ...........................................................................................................9-18
compaction for embankments ............................................................................2-14
concrete culvert pipe ..........................................................................................9-45
materials, general ...............................................................................................1-29
portland cement ....................................................................................................9-3
sanitary sewers ...................................................................................................7-53
storm sewers .......................................................................................................7-12
Threads, screw, steel structures ...................................................................................6-117
Thrie beam, guardrail ..................................................................................................9-100
Tie bars, pavement ...............................................................................................5-48, 9-61
TIMBER AND luMBER (SEcTION 9-09) ............................................................9-71
Timber and metal railings ...........................................................................................6-149
2010 Standard Specifications M 41-10 Page XXI
INDEx
TIMBER STRucTuRES (SEcTION 6-04) ..........................................................6-129
bracing ..............................................................................................................6-131
caps, timber bridge ...........................................................................................6-130
floors .................................................................................................................6-131
framing .............................................................................................................6-130
lumber, storage, handling .................................................................................6-129
painting .............................................................................................................6-132
shop details .......................................................................................................6-129
stringers ............................................................................................................6-131
trusses ...............................................................................................................6-132
Topsoil ..................................................................................................................8-16, 9-81
Traffic curb, precast .....................................................................................................9-111
Traffic detours, construction and maintenance of .........................................................1-73
Traffic, opening sections to ...........................................................................................1-74
Treated timber ...............................................................................................................9-73
piling ...................................................................................................................9-74
Trestle ends, embankment at .........................................................................................2-17
TRIMMING AND clEANuP (SEcTION 2-11) .....................................................2-40
Trusses, timber structure .............................................................................................6-132
u
Underdrains, perforated pipe .................................................................................7-1, 9-38
Underpass ........................................................................................................................7-7
Underweights, no pay adjustment .................................................................................1-93
Unsuitable foundation material ...................................................................2-15, 2-16, 2-29
Usable material, salvage of .............................................................................................2-4
Utilities and similar facilities ........................................................................................1-68
V
Valves ............................................................................................................................9-93
VAlVES FOR WATER MAINS (SEcTION 7-12) ..................................................7-42
Vegetation protection and restoration ...........................................................................1-66
Vertical drains ...............................................................................................................2-16
Vibration, concrete structures .......................................................................................6-23
concrete pavement ..............................................................................................5-45
protection against ...............................................................................................6-21
Vibratory rollers ............................................................................................................2-13
Vitrified clay sewer pipe ...............................................................................................9-46
W
Wages, compliance with ...............................................................................................1-50
Waiver of state’s legal rights, no ...................................................................................1-74
Walls, geosynthetic retaining ......................................................................................6-213
noise barrier ......................................................................................................6-199
soil nail .............................................................................................................6-218
soldier pile and soldier pile tieback ..................................................................6-227
structural earth walls (SEW) ............................................................................6-204
Page XXII 2010 Standard Specifications M 41-10
INDEx
Warranty ........................................................................................................................1-30
Waste sites, disposal of waste, debris ...........................................................................2-10
Wasting excavated material ..........................................................................................2-11
WATER DISTRIBuTION MATERIAlS (SEcTION 9-30) .................................9-188
WATERING (SEcTION 2-07) ...................................................................................2-27
WATER MAINS (SEcTION 7-09) ............................................................................7-26
WATERPROOFING (SEcTION 6-08) (SEcTION 9-11) ............................6-170, 9-76
WATER (SEcTION 9-25) ........................................................................................9-125
high-range water reducer ......................................................................................6-7
surfacing materials ...............................................................................................4-4
Waterstop, plastic ........................................................................................................9-124
Wattles ...........................................................................................................................9-86
Weather, unfavorable for, concrete paving ...................................................................5-52
concrete structures .....................................................................................6-17, 6-18
crushed surfacing ..................................................................................................4-6
HMA ...................................................................................................................5-32
Web plate, splices, stiffeners, fillers ............................................................................6-114
Weed control .................................................................................................................8-16
Weep holes, structures ...................................................................................................6-68
Weighing equipment .....................................................................................................1-90
Weight of, asphalt .........................................................................................................1-90
reinforcing steel ................................................................................................6-107
Welded wire faced structural earth wall erection ........................................................6-209
Welds, reinforcing steel .................................................................................................6-73
structural steel ..................................................................................................6-115
Wheel guards and railings ...........................................................................................6-131
Wire, cold drawn for reinforcing ..................................................................................9-64
Wire, fencing .................................................................................................................8-49
WIRE MESh SlOPE PROTEcTION (SEcTION 8-29) .....................................8-113
Work, acceptance of ......................................................................................................1-31
changed conditions .............................................................................................1-25
changes ...............................................................................................................1-21
contractor’s responsibility for ............................................................................1-59
defective and unauthorized .................................................................................1-30
failure to complete on time .................................................................................1-85
force account ......................................................................................................1-95
inspection of, and samples .................................................................................1-29
prosecution of .....................................................................................................1-80
suspension ..........................................................................................................1-81
Working day ..................................................................................................................1-80
Written notice to contractor, method of serving ...........................................................1-32
2010 Standard Specifications M 41-10 Page XXIII
Found an error in the Standard Specifications? Can't find an item in the Index? Help us
improve the manual by sending your comments to the State Specifications Engineer using
one of the following methods:
Name: Mike Grigware
Phone Number: (360) 705-7831
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Page XXIV 2010 Standard Specifications M 41-10