HomeMy WebLinkAboutSS2021Standard
Specifications
for Road, Bridge, and Municipal Construction2021
M 41-10
Americans with Disabilities Act (ADA) Information
Title VI Notice to Public It is the Washington State Department of Transportation’s (WSDOT)
policy to assure that no 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 of, or be otherwise discriminated against under any of its programs and activities.
Any person who believes his/her Title VI protection has been violated, may file a complaint
with WSDOT’s Office of Equal Opportunity (OEO). For additional information regarding Title VI
complaint procedures and/or information regarding our non-discrimination obligations, please
contact OEO’s Title VI Coordinator at 360-705-7090.
2021 Standard Specifications M 41-10 Page 3
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-allocation
that the Department has adopted through the years. We believe that this balance of
risks provides 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, 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.
Robert E. Christopher, P.E.
State Construction Engineer
Page 4 2021 Standard Specifications M 41-10
Contents
Division 1 General Requirements
Division 2 Earthwork
Division 3 Aggregate Production and Acceptance
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
2021 Standard Specifications M 41-10 Page 5
Contents
Division 1 General Requirements ............................................1-1
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 Definitions ...............................................................1-4
1-02 Bid Procedures and Conditions ......................................................1-10
1-02.1 Prequalification of Bidders ...............................................1-10
1-02.2 Plans and Specifications ...................................................1-11
1-02.3 Estimated Quantities .....................................................1-12
1-02.4 Examination of Plans, Specifications, and Site of Work ........................1-12
1-02.4(1) General ....................................................1-12
1-02.4(2) Subsurface Information ......................................1-14
1-02.5 Proposal Forms ..........................................................1-15
1-02.6 Preparation of Proposal ...................................................1-15
1-02.7 Bid Deposit .............................................................1-16
1-02.8 Noncollusion Declaration and Lobbying Certification .........................1-17
1-02.8(1) Noncollusion Declaration ....................................1-17
1-02.8(2) Lobbying Certification .......................................1-17
1-02.9 Delivery of Proposal ......................................................1-18
1-02.10 Withdrawing, Revising, or Supplementing Proposal ...........................1-19
1-02.11 Combination and Multiple Proposals ........................................1-19
1-02.12 Public Opening of Proposals ...............................................1-20
1-02.13 Irregular Proposals .......................................................1-20
1-02.14 Disqualification of Bidders ................................................1-21
1-02.15 Pre-Award Information ...................................................1-22
1-03 Award and Execution of Contract ....................................................1-23
1-03.1 Consideration of Bids .....................................................1-23
1-03.1(1) Identical Bid Totals ..........................................1-23
1-03.2 Award of Contract ........................................................1-24
1-03.3 Execution of Contract ....................................................1-24
1-03.4 Contract Bond ...........................................................1-24
1-03.5 Failure to Execute Contract ................................................1-25
1-03.6 Return of Bid Deposit .....................................................1-25
1-03.7 Judicial Review ..........................................................1-25
Page 6 2021 Standard Specifications M 41-10
Contents
1-04 Scope of the Work .................................................................1-26
1-04.1 Intent of the Contract ....................................................1-26
1-04.1(1) Bid Items Included in the Proposal ............................1-26
1-04.1(2) Bid Items Not Included in the Proposal ........................1-26
1-04.2 Coordination of Contract Documents, Plans, Special Provisions,
Specifications, and Addenda ...............................................1-26
1-04.3 Reference Information ....................................................1-27
1-04.4 Changes ................................................................1-27
1-04.4(1) Minor Changes .............................................1-29
1-04.4(2) Value Engineering Change Proposal (VECP) ....................1-29
1-04.5 Procedure and Protest by the Contractor ....................................1-33
1-04.6 Variation in Estimated Quantities ...........................................1-34
1-04.7 Differing Site Conditions (Changed Conditions) ..............................1-35
1-04.8 Progress Estimates and Payments ..........................................1-36
1-04.9 Use of Buildings or Structures ..............................................1-36
1-04.10 Use of Materials Found on the Project ......................................1-36
1-04.11 Final Cleanup ............................................................1-37
1-05 Control of Work ...................................................................1-38
1-05.1 Authority of the Engineer .................................................1-38
1-05.2 Authority of Assistants and Inspectors ......................................1-39
1-05.3 Working Drawings .......................................................1-39
1-05.4 Conformity With and Deviations From Plans and Stakes .......................1-40
1-05.5 Tolerances ..............................................................1-41
1-05.6 Inspection of Work and Materials ..........................................1-41
1-05.7 Removal of Defective and Unauthorized Work ...............................1-43
1-05.8 Vacant ..................................................................1-43
1-05.9 Equipment ..............................................................1-43
1-05.10 Guarantees ..............................................................1-43
1-05.11 Final Inspection ..........................................................1-43
1-05.12 Final Acceptance .........................................................1-44
1-05.13 Superintendents, Labor, and Equipment of Contractor ........................1-44
1-05.13(1) Emergency Contact List ......................................1-45
1-05.14 Cooperation With Other Contractors .......................................1-45
1-05.15 Method of Serving Notices ................................................1-46
2021 Standard Specifications M 41-10 Page 7
Contents
1-06 Control of Material .................................................................1-47
1-06.1 Approval of Materials Prior to Use ..........................................1-47
1-06.1(1) Qualified Products List (QPL) .................................1-47
1-06.1(2) Request for Approval of Material (RAM). . . . . . . . . . . . . . . . . . . . . . . .1-48
1-06.1(3) Aggregate Source Approval (ASA) Database ....................1-48
1-06.1(4) Fabrication Inspection Expense ...............................1-49
1-06.2 Acceptance of Materials ..................................................1-50
1-06.2(1) Samples and Tests for Acceptance .............................1-50
1-06.2(2) Statistical Evaluation of Materials for Acceptance ...............1-51
1-06.3 Manufacturer’s Certificate of Compliance ...................................1-56
1-06.4 Handling and Storing Materials ............................................1-57
1-06.5 Owners Manuals and Operating Instructions. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1-57
1-06.6 Recycled Materials .......................................................1-57
1-07 Legal Relations and Responsibilities to the Public ......................................1-59
1-07.1 Laws to be Observed .....................................................1-59
1-07.2 State Taxes ..............................................................1-60
1-07.2(1) State Sales Tax: WAC 458-20-171 – Use Tax ...................1-60
1-07.2(2) State Sales Tax: WAC 458-20-170 – Retail Sales Tax .............1-61
1-07.2(3) Services ...................................................1-61
1-07.3 Fire Prevention and Merchantable Timber Requirements ......................1-61
1-07.3(1) Fire Prevention Control and Countermeasures Plan .............1-61
1-07.3(2) Merchantable Timber Requirements ...........................1-62
1-07.4 Sanitation ...............................................................1-63
1-07.4(1) General ....................................................1-63
1-07.4(2) Health Hazards .............................................1-63
1-07.5 Environmental Regulations ................................................1-63
1-07.5(1) General ....................................................1-63
1-07.5(2) State Department of Fish and Wildlife .........................1-63
1-07.5(3) State Department of Ecology .................................1-64
1-07.5(4) Air Quality .................................................1-65
1-07.5(5) U.S. Army Corps of Engineers .................................1-65
1-07.5(6) U.S. Fish and Wildlife Service and National Marine Fisheries
Service ....................................................1-65
1-07.6 Permits and Licenses .....................................................1-65
1-07.7 Load Limits ..............................................................1-66
1-07.7(1) General ....................................................1-66
1-07.7(2) Load-Limit Restrictions ......................................1-67
Page 8 2021 Standard Specifications M 41-10
Contents
1-07.8 High-Visibility Apparel ....................................................1-69
1-07.8(1) Traffic Control Personnel ....................................1-69
1-07.8(2) Non-Traffic Control Personnel ................................1-70
1-07.9 Wages ..................................................................1-70
1-07.9(1) General ....................................................1-70
1-07.9(2) Posting Notices .............................................1-72
1-07.9(3) Apprentices ................................................1-73
1-07.9(4) Disputes ...................................................1-73
1-07.9(5) Required Documents ........................................1-73
1-07.9(6) Audits .....................................................1-74
1-07.10 Worker’s Benefits ........................................................1-74
1-07.11 Requirements for Nondiscrimination ........................................1-75
1-07.11(1) General Application .........................................1-75
1-07.11(2) Contractual Requirements ...................................1-75
1-07.11(3) Equal Employment Opportunity Officer ........................1-78
1-07.11(4) Dissemination of Policy ......................................1-78
1-07.11(5) Sanctions ..................................................1-79
1-07.11(6) Incorporation of Provisions ...................................1-80
1-07.11(7) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1-80
1-07.11(8) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1-80
1-07.11(9) Subcontracting, Procurement of Materials, and Leasing of
Equipment .................................................1-80
1-07.11(10) Records and Reports ........................................1-80
1-07.12 Federal Agency Inspection. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1-81
1-07.13 Contractor’s Responsibility for Work ........................................1-82
1-07.13(1) General ....................................................1-82
1-07.13(2) Relief of Responsibility for Completed Work ....................1-82
1-07.13(3) Relief of Responsibility for Damage by Public Traffic .............1-83
1-07.13(4) Repair of Damage ...........................................1-83
1-07.14 Responsibility for Damage .................................................1-83
1-07.15 Temporary Water Pollution Prevention ......................................1-86
1-07.15(1) Spill Prevention, Control, and Countermeasures Plan ............1-86
1-07.16 Protection and Restoration of Property .....................................1-89
1-07.16(1) Private/Public Property ......................................1-89
1-07.16(2) Vegetation Protection and Restoration .........................1-90
1-07.16(3) Fences, Mailboxes, Incidentals ................................1-91
1-07.16(4) Archaeological and Historical Objects .........................1-91
1-07.16(5) Payment ...................................................1-92
2021 Standard Specifications M 41-10 Page 9
Contents
1-07.17 Utilities and Similar Facilities ...............................................1-92
1-07.17(1) Utility Construction, Removal, or Relocation by the Contractor ....1-92
1-07.17(2) Utility Construction, Removal, or Relocation by Others ..........1-93
1-07.18 Public Liability and Property Damage Insurance ..............................1-93
1-07.19 Gratuities ...............................................................1-96
1-07.20 Patented Devices, Materials, and Processes. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1-97
1-07.21 Rock Drilling Safety Requirements ..........................................1-97
1-07.22 Use of Explosives ........................................................1-97
1-07.23 Public Convenience and Safety. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1-97
1-07.23(1) Construction Under Traffic ...................................1-98
1-07.23(2) Construction and Maintenance of Detours ....................1-101
1-07.24 Rights of Way ...........................................................1-101
1-07.25 Opening of Sections to Traffic ............................................1-101
1-07.26 Personal Liability of Public Officers ........................................1-102
1-07.27 No Waiver of State’s Legal Rights ..........................................1-102
1-08 Prosecution and Progress ..........................................................1-103
1-08.1 Subcontracting .........................................................1-103
1-08.1(1) Prompt Payment, Subcontract Completion and Return of
Retainage Withheld ........................................1-105
1-08.2 Assignment ............................................................1-107
1-08.3 Progress Schedule .......................................................1-107
1-08.3(1) General Requirements ......................................1-107
1-08.3(2) Progress Schedule Types ....................................1-108
1-08.3(3) Schedule Updates ..........................................1-109
1-08.3(4) Measurement .............................................1-110
1-08.3(5) Payment ..................................................1-110
1-08.4 Prosecution of Work .....................................................1-110
1-08.5 Time for Completion .....................................................1-111
1-08.6 Suspension of Work .....................................................1-112
1-08.7 Maintenance During Suspension ..........................................1-113
1-08.8 Extensions of Time ......................................................1-114
1-08.9 Liquidated Damages .....................................................1-116
1-08.10 Termination of Contract ..................................................1-117
1-08.10(1) Termination for Default .....................................1-117
1-08.10(2) Termination for Public Convenience ..........................1-119
1-08.10(3) Termination for Public Convenience Payment Request ..........1-119
1-08.10(4) Payment for Termination for Public Convenience ...............1-120
1-08.10(5) Responsibility of the Contractor and Surety ...................1-120
Page 10 2021 Standard Specifications M 41-10
Contents
1-09 Measurement and Payment ........................................................1-121
1-09.1 Measurement of Quantities ..............................................1-121
1-09.2 Weighing Equipment ....................................................1-123
1-09.2(1) General Requirements for Weighing Equipment ................1-123
1-09.2(2) Specific Requirements for Batching Scales ....................1-124
1-09.2(3) Specific Requirements for Platform Scales .....................1-125
1-09.2(4) Specific Requirements for Belt Conveyor Scales ................1-125
1-09.2(5) Measurement .............................................1-125
1-09.2(6) Payment ..................................................1-126
1-09.3 Scope of Payment .......................................................1-127
1-09.4 Equitable Adjustment ....................................................1-128
1-09.5 Deleted or Terminated Work ..............................................1-128
1-09.6 Force Account ..........................................................1-129
1-09.7 Mobilization ............................................................1-134
1-09.8 Payment for Material on Hand ............................................1-134
1-09.9 Payments ..............................................................1-135
1-09.9(1) Retainage .................................................1-136
1-09.10 Payment for Surplus Processed Materials ...................................1-137
1-09.11 Disputes and Claims .....................................................1-138
1-09.11(1) Disputes Review Board .....................................1-139
1-09.11(2) Claims ....................................................1-148
1-09.11(3) Time Limitation and Jurisdiction .............................1-151
1-09.12 Audits .................................................................1-151
1-09.12(1) General ...................................................1-151
1-09.12(2) Claims ....................................................1-152
1-09.12(3) Required Documents for Audits ..............................1-152
1-09.13 Claims Resolution .......................................................1-153
1-09.13(1) General ...................................................1-153
1-09.13(2) Nonbinding Alternative Disputes Resolution (ADR) .............1-153
1-09.13(3) Claims $250,000 or Less ....................................1-154
1-09.13(4) Claims in Excess of $250,000 ................................1-155
2021 Standard Specifications M 41-10 Page 11
Contents
1-10 Temporary Traffic Control ..........................................................1-156
1-10.1 General ................................................................1-156
1-10.1(1) Materials .................................................1-156
1-10.1(2) Description ...............................................1-156
1-10.2 Traffic Control Management ..............................................1-158
1-10.2(1) General ...................................................1-158
1-10.2(2) Traffic Control Plans ........................................1-160
1-10.2(3) Conformance to Established Standards .......................1-161
1-10.3 Traffic Control Labor, Procedures, and Devices ..............................1-162
1-10.3(1) Traffic Control Labor .......................................1-162
1-10.3(2) Traffic Control Procedures ..................................1-163
1-10.3(3) Traffic Control Devices .....................................1-165
1-10.4 Measurement ...........................................................1-170
1-10.4(1) Lump Sum Bid for Project (No Unit Items) .....................1-170
1-10.4(2) Item Bids With Lump Sum for Incidentals .....................1-170
1-10.4(3) Reinstating Unit Items With Lump Sum Traffic Control ..........1-171
1-10.4(4) Owner-Provided Resources .................................1-171
1-10.5 Payment ...............................................................1-172
1-10.5(1) Lump Sum Bid for Project (No Unit Items) .....................1-172
1-10.5(2) Item Bids With Lump Sum for Incidentals .....................1-172
1-10.5(3) Reinstating Unit Items With Lump Sum Traffic Control ..........1-174
Page 12 2021 Standard Specifications M 41-10
Contents
Division 2 Earthwork .......................................................2-1
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 ...................................................2-3
2-01.3(3) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-3
2-01.3(4) Roadside Cleanup ............................................2-3
2-01.4 Measurement .............................................................2-4
2-01.5 Payment .................................................................2-4
2-02 Removal of Structures and Obstructions ...............................................2-5
2-02.1 Description ...............................................................2-5
2-02.2 Vacant ...................................................................2-5
2-02.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-5
2-02.3(1) Removal of Foundations ......................................2-5
2-02.3(2) Removal of Bridges, Box Culverts, and Other Drainage Structures ..2-6
2-02.3(3) Removal of Pavement, Sidewalks, Curbs, and Gutters .............2-7
2-02.4 Vacant ...................................................................2-8
2-02.5 Payment .................................................................2-8
2-03 Roadway Excavation and Embankment ................................................2-9
2-03.1 Description ...............................................................2-9
2-03.2 Vacant ...................................................................2-9
2-03.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-9
2-03.3(1) Widening of Cuts ............................................2-9
2-03.3(2) Rock Cuts .................................................2-10
2-03.3(3) Excavation Below Subgrade ..................................2-13
2-03.3(4) Sluicing ....................................................2-13
2-03.3(5) Slope Treatment ............................................2-13
2-03.3(6) Deposit of Rock for the Contracting Agency’s Use ...............2-14
2-03.3(7) Disposal of Surplus Material ..................................2-14
2-03.3(8) Wasting Material ...........................................2-15
2-03.3(9) Roadway Ditches ...........................................2-15
2-03.3(10) Selected Material ...........................................2-15
2-03.3(11) Slides .....................................................2-16
2021 Standard Specifications M 41-10 Page 13
Contents
2-03.3(12) Overbreak .................................................2-16
2-03.3(13) Borrow ....................................................2-17
2-03.3(14) Embankment Construction ...................................2-17
2-03.3(15) Aeration ...................................................2-24
2-03.3(16) End Slopes .................................................2-25
2-03.3(17) Snow Removal ..............................................2-25
2-03.3(18) Stepped Slope Construction ..................................2-26
2-03.3(19) Removal of Pavement, Sidewalks, Curbs, and Gutters ............2-26
2-03.4 Measurement ............................................................2-26
2-03.5 Payment ................................................................2-27
2-04 Haul ..............................................................................2-30
2-04.1 Description ..............................................................2-30
2-04.2 Vacant ..................................................................2-30
2-04.3 Vacant ..................................................................2-30
2-04.4 Measurement ............................................................2-30
2-04.5 Payment ................................................................2-31
2-05 Vacant ............................................................................2-32
2-06 Subgrade Preparation ..............................................................2-33
2-06.1 Description .............................................................2-33
2-06.2 Vacant .................................................................2-33
2-06.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .2-33
2-06.3(1) Subgrade for Surfacing ......................................2-33
2-06.3(2) Subgrade for Pavement ......................................2-34
2-06.4 Vacant ..................................................................2-34
2-06.5 Measurement and Payment ...............................................2-34
2-06.5(1) Subgrade Constructed Under Same Contract ...................2-34
2-06.5(2) Subgrade Not Constructed Under Same Contract ...............2-34
2-07 Watering. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .2-36
2-07.1 Description ..............................................................2-36
2-07.2 Vacant ..................................................................2-36
2-07.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .2-36
2-07.4 Measurement ............................................................2-36
2-07.5 Payment ................................................................2-36
2-08 Vacant ............................................................................2-37
Page 14 2021 Standard Specifications M 41-10
Contents
2-09 Structure Excavation ...............................................................2-38
2-09.1 Description ..............................................................2-38
2-09.2 Materials ................................................................2-38
2-09.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .2-38
2-09.3(1) General Requirements .......................................2-38
2-09.3(2) Classification of Structure Excavation ..........................2-41
2-09.3(3) Construction Requirements, Structure Excavation, Class A .......2-42
2-09.3(4) Construction Requirements, Structure Excavation, Class B .......2-47
2-09.4 Measurement ............................................................2-48
2-09.5 Payment ................................................................2-49
2-10 Vacant ...........................................................................2-51
2-11 Trimming and Cleanup ..............................................................2-52
2-11.1 Description ..............................................................2-52
2-11.2 Vacant ..................................................................2-52
2-11.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .2-52
2-11.4 Vacant ..................................................................2-52
2-11.5 Payment ................................................................2-52
2-12 Construction Geosynthetic ..........................................................2-53
2-12.1 Description ..............................................................2-53
2-12.2 Materials ................................................................2-53
2-12.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .2-53
2-12.3(1) Underground Drainage ......................................2-54
2-12.3(2) Separation .................................................2-54
2-12.3(3) Soil Stabilization ............................................2-55
2-12.3(4) Permanent Erosion Control and Ditch Lining ...................2-55
2-12.4 Measurement ............................................................2-56
2-12.5 Payment ................................................................2-56
2021 Standard Specifications M 41-10 Page 15
Contents
Division 3 Aggregate Production and Acceptance .............................3-1
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 ....................................3-2
3-01.2(4) Production Requirements .....................................3-2
3-01.2(5) Final Cleanup ...............................................3-3
3-01.3 State Furnished Material Sources ............................................3-3
3-01.3(1) Quality and Extent of Material .................................3-3
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 ...........................................3-4
3-01.3(5) Moving Plant ................................................3-4
3-01.4 Contractor Furnished Material Sources .......................................3-5
3-01.4(1) Acquisition and Development .................................3-5
3-01.4(2) Surplus Screenings ...........................................3-6
3-01.4(3) Substitution of Gravel Deposit in Lieu of Ledge Rock or Talus
Source Provided by the Contracting Agency .....................3-6
3-01.4(4) Gravel Base .................................................3-6
3-01.5 Measurement .............................................................3-7
3-01.6 Payment .................................................................3-7
3-02 Stockpiling Aggregates ..............................................................3-8
3-02.1 Description ...............................................................3-8
3-02.2 General Requirements .....................................................3-8
3-02.2(1) Stockpile Sites Provided by the Contracting Agency ..............3-8
3-02.2(2) Stockpile Site Provided by the Contractor .......................3-8
3-02.2(3) Stockpiling Aggregates for Future Use ..........................3-8
3-02.2(4) Stockpiling Aggregates for Immediate Use .......................3-9
3-02.2(5) Preparation of Site ...........................................3-9
3-02.2(6) Construction of Stockpiles ....................................3-9
3-02.2(7) Removing Aggregates From Stockpiles .........................3-10
3-02.3 Additional Requirements for Specific Aggregates .............................3-10
3-02.3(1) Washed Aggregates .........................................3-10
3-02.4 Measurement ............................................................3-11
3-02.5 Payment ................................................................3-11
Page 16 2021 Standard Specifications M 41-10
Contents
3-03 Site Reclamation ...................................................................3-12
3-03.1 Description ..............................................................3-12
3-03.2 General Requirements ....................................................3-12
3-03.2(1) Contracting Agency-Provided Sites ............................3-12
3-03.2(2) Contractor-Provided Sites ....................................3-12
3-03.2(3) Out-of-State Sites ..........................................3-13
3-03.3 Reclamation Plans ........................................................3-13
3-03.3(1) Contracting Agency-Provided Sites ............................3-13
3-03.3(2) Contractor-Provided Sites ....................................3-13
3-03.4 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .3-13
3-03.4(1) Erosion Control ............................................3-13
3-03.4(2) Deviations From Approved Reclamation Plans ..................3-13
3-03.5 Payment ................................................................3-14
3-03.5(1) Contracting Agency-Provided Sites ............................3-14
3-03.5(2) Contractor-Provided Sites ....................................3-14
3-04 Acceptance of Aggregate ...........................................................3-15
3-04.1 Description ..............................................................3-15
3-04.2 Materials ................................................................3-15
3-04.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .3-15
3-04.3(1) General ....................................................3-15
3-04.3(2) Point of Acceptance .........................................3-15
3-04.3(3) Sampling. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .3-15
3-04.3(4) Testing Results .............................................3-16
3-04.3(5) Nonstatistical Evaluation .....................................3-16
3-04.3(6) Statistical Evaluation ........................................3-16
3-04.3(7) Rejected Work .............................................3-17
3-04.3(8) Price Adjustments for Quality of Aggregate .....................3-18
3-04.4 Vacant ..................................................................3-18
3-04.5 Payment ................................................................3-19
2021 Standard Specifications M 41-10 Page 17
Contents
Division 4 Bases ...........................................................4-1
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 ......................................................4-5
4-04.3(4) Placing and Spreading ........................................4-5
4-04.3(5) Shaping and Compaction .....................................4-6
4-04.3(6) Keystone ...................................................4-6
4-04.3(7) Miscellaneous Requirements ..................................4-6
4-04.3(8) Weather Limitations ..........................................4-7
4-04.3(9) Hauling .....................................................4-7
4-04.3(10) Hours of Work ..............................................4-7
4-04.3(11) Permeable Ballast ............................................4-7
4-04.4 Measurement .............................................................4-8
4-04.5 Payment .................................................................4-8
Page 18 2021 Standard Specifications M 41-10
Contents
Division 5 Surface Treatments and Pavements .................................5-1
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. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-2
5-01.3(1) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-2
5-01.3(2) Material Acceptance .........................................5-3
5-01.3(3) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-4
5-01.3(4) Replace Cement Concrete Panel ...............................5-4
5-01.3(5) Partial Depth Spall Repair .....................................5-6
5-01.3(6) Dowel Bar Retrofit ...........................................5-7
5-01.3(7) Sealing Existing Concrete Random Cracks .......................5-9
5-01.3(8) Sealing Existing Longitudinal and Transverse Joint ................5-9
5-01.3(9) Cement Concrete Pavement Grinding ..........................5-9
5-01.3(10) Pavement Smoothness .......................................5-9
5-01.3(11) Concrete Slurry and Grinding Residue .........................5-11
5-01.4 Measurement ............................................................5-12
5-01.5 Payment ................................................................5-12
5-02 Bituminous Surface Treatment ......................................................5-14
5-02.1 Description ..............................................................5-14
5-02.1(1) New Construction ..........................................5-14
5-02.1(2) Seal Coats .................................................5-14
5-02.1(3) Pavement Sealers – Fog Seal .................................5-14
5-02.2 Materials ................................................................5-14
5-02.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-15
5-02.3(1) Equipment .................................................5-15
5-02.3(2) Preparation of Roadway Surface ..............................5-15
5-02.3(3) Application of Emulsified Asphalt and Aggregate ................5-17
5-02.3(4) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-18
5-02.3(5) Application of Aggregates ....................................5-19
5-02.3(6) Additional Emulsified Asphalt and Aggregate ...................5-20
5-02.3(7) Patching and Correction of Defects ...........................5-20
5-02.3(8) Progress of Work ...........................................5-21
5-02.3(9) Protection of Structures .....................................5-21
5-02.3(10) Unfavorable Weather ........................................5-21
5-02.3(11) Temporary Pavement Markings ...............................5-21
5-02.4 Measurement ............................................................5-22
5-02.5 Payment ................................................................5-22
2021 Standard Specifications M 41-10 Page 19
Contents
5-03 Crack and Joint Sealing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-24
5-03 .1 Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-24
5-03 .2 Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-24
5-03 .3 Construction Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-24
5-03 .3(1) General Requirements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-24
5-03 .3(2) Sealing Bituminous Pavement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-26
5-03 .3(3) Sealing Cement Concrete Pavement . . . . . . . . . . . . . . . . . . . . . . . . . . .5-27
5-03 .4 Measurement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-28
5-03 .5 Payment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-28
5-04 Hot Mix Asphalt . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-30
5-04 .1 Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-30
5-04 .2 Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-30
5-04 .2(1)How to Get an HMA Mix Design on the QPL . . . . . . . . . . . . . . . . . . .5-30
5-04 .2(2)Mix Design – Obtaining Project Approval . . . . . . . . . . . . . . . . . . . . . .5-35
5-04 .3 Construction Requirements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-35
5-04 .3(1)Weather Limitations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-35
5-04 .3(2)Paving Under Traffic . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-36
5-04 .3(3) Equipment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-36
5-04 .3(4)Preparation of Existing Paved Surfaces . . . . . . . . . . . . . . . . . . . . . . . .5-40
5-04 .3(5)Producing/Stockpiling Aggregates, RAP, & RAS . . . . . . . . . . . . . . . . .5-42
5-04 .3(6) Mixing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-42
5-04 .3(7)Spreading and Finishing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-43
5-04 .3(8)Aggregate Acceptance Prior to Incorporation in HMA . . . . . . . . . . . .5-43
5-04 .3(9)HMA Mixture Acceptance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-44
5-04 .3(10)HMA Compaction Acceptance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-52
5-04 .3(11)Reject Work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-57
5-04 .3(12) Joints . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-59
5-04 .3(13)Surface Smoothness . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-60
5-04 .3(14)Planing Bituminous Pavement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-61
5-04 .3(15)Sealing Pavement Surfaces . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-61
5-04 .3(16)HMA Road Approaches . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-61
5-04 .4 Measurement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-62
5-04 .5 Payment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-62
Page 20 2021 Standard Specifications M 41-10
Contents
5-05 Cement Concrete Pavement. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-64
5-05.1 Description ..............................................................5-64
5-05.2 Materials ................................................................5-64
5-05.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-64
5-05.3(1) Concrete Mix Design for Paving ..............................5-64
5-05.3(2) Consistency ................................................5-66
5-05.3(3) Equipment .................................................5-66
5-05.3(4) Measuring and Batching Materials ............................5-69
5-05.3(5) Mixing Concrete ............................................5-72
5-05.3(6) Surface Preparation .........................................5-73
5-05.3(7) Placing, Spreading, and Compacting Concrete ..................5-73
5-05.3(8) Joints .....................................................5-75
5-05.3(9) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-76
5-05.3(10) Tie Bars and Corrosion Resistant Dowel Bars ...................5-76
5-05.3(11) Finishing ...................................................5-77
5-05.3(12) Surface Smoothness ........................................5-79
5-05.3(13) Curing .....................................................5-81
5-05.3(14) Cold Weather Work .........................................5-83
5-05.3(15) Concrete Pavement Construction in Adjacent Lanes .............5-83
5-05.3(16) Protection of Pavement ......................................5-83
5-05.3(17) Opening to Traffic. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-84
5-05.3(18) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-84
5-05.3(19) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-84
5-05.3(20) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-84
5-05.3(21) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5-84
5-05.3(22) Repair of Defective Pavement Slabs ...........................5-85
5-05.4 Measurement ............................................................5-86
5-05.5 Payment ................................................................5-87
5-05.5(1) Pavement Thickness ........................................5-89
2021 Standard Specifications M 41-10 Page 21
Contents
Division 6 Structures .......................................................6-1
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 ..............................................6-3
6-01.9 Working Drawings ........................................................6-3
6-01.10 Utilities Supported by or Attached to Bridges .................................6-3
6-01.11 Name Plates ..............................................................6-4
6-01.12 Final Cleanup .............................................................6-4
6-01.13 Vacant ...................................................................6-4
6-01.14 Premolded Joint Filler ......................................................6-4
6-01.15 Normal Temperature .......................................................6-4
6-01.16 Repair of Defective Work ..................................................6-5
6-01.16(1) General .....................................................6-5
6-01.16(2) Pre-Approved Repair Procedures ..............................6-6
6-02 Concrete Structures .................................................................6-8
6-02.1 Description ...............................................................6-8
6-02.2 Materials .................................................................6-8
6-02.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-8
6-02.3(1) Classification of Structural Concrete ............................6-8
6-02.3(2) Proportioning Materials .......................................6-9
6-02.3(3) Admixtures ................................................6-15
6-02.3(4) Ready-Mix Concrete ........................................6-15
6-02.3(5) Acceptance of Concrete .....................................6-19
6-02.3(6) Placing Concrete ............................................6-26
6-02.3(7) Tolerances .................................................6-32
6-02.3(8) Vibration of Concrete .......................................6-33
6-02.3(9) Precast Concrete Units ......................................6-34
6-02.3(10) Bridge Decks and Bridge Approach Slabs .......................6-39
6-02.3(11) Curing Concrete ............................................6-44
6-02.3(12) Construction Joints .........................................6-49
6-02.3(13) Expansion Joints ............................................6-50
6-02.3(14) Finishing Concrete Surfaces ..................................6-74
Page 22 2021 Standard Specifications M 41-10
Contents
6-02.3(15) Date Numerals .............................................6-81
6-02.3(16) Plans for Falsework and Formwork ............................6-81
6-02.3(17) Falsework and Formwork ....................................6-82
6-02.3(18) Placing Anchor Bolts .......................................6-114
6-02.3(19) Bridge Bearings ............................................6-114
6-02.3(20) Grout for Anchor Bolts and Bridge Bearings ...................6-129
6-02.3(21) Drainage of Box Girder Cells ................................6-130
6-02.3(22) Drainage of Substructure ...................................6-130
6-02.3(23) Opening to Traffic. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .6-130
6-02.3(24) Reinforcement .............................................6-130
6-02.3(25) Prestressed Concrete Girders ................................6-146
6-02.3(26) Cast-In-Place Prestressed Concrete ..........................6-162
6-02.5 Payment ...............................................................6-180
6-03 Steel Structures ...................................................................6-182
6-03.1 Description .............................................................6-182
6-03.2 Materials ...............................................................6-182
6-03.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .6-183
6-03.3(1) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .6-183
6-03.3(2) Facilities for Inspection .....................................6-183
6-03.3(3) Inspector’s Authority .......................................6-183
6-03.3(4) Rejections ................................................6-183
6-03.3(5) Mill Orders and Shipping Statements .........................6-183
6-03.3(6) Weighing .................................................6-183
6-03.3(7) Shop Plans ................................................6-184
6-03.3(8) Substitutions ..............................................6-185
6-03.3(9) Handling, Storing, and Shipping of Materials ...................6-185
6-03.3(10) Straightening Bent Material .................................6-186
6-03.3(11) Workmanship and Finish ....................................6-186
6-03.3(12) Falsework .................................................6-186
6-03.3(13) Fabricating Tension Members ................................6-186
6-03.3(14) Edge Finishing .............................................6-186
6-03.3(15) Planing of Bearing Surfaces .................................6-187
6-03.3(16) Abutting Joints ............................................6-188
6-03.3(17) End Connection Angles .....................................6-188
6-03.3(18) Built Members. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .6-188
6-03.3(19) Hand Holes ...............................................6-188
6-03.3(20) Lacing Bars ...............................................6-188
6-03.3(21) Plate Girders ..............................................6-188
6-03.3(22) Eyebars ...................................................6-189
6-03.3(23) Annealing .................................................6-189
2021 Standard Specifications M 41-10 Page 23
Contents
6-03.3(24) Pins and Rollers ............................................6-189
6-03.3(25) Welding and Repair Welding ................................6-190
6-03.3(26) Screw Threads .............................................6-193
6-03.3(27) High-Strength Bolt Holes ...................................6-193
6-03.3(28) Shop Assembly ............................................6-196
6-03.3(29) Welded Shear Connectors ..................................6-197
6-03.3(30) Painting ..................................................6-197
6-03.3(31) Alignment and Camber .....................................6-198
6-03.3(32) Assembling and Bolting .....................................6-198
6-03.3(33) Bolted Connections ........................................6-200
6-03.3(34) Adjusting Pin Nuts .........................................6-207
6-03.3(35) Setting Anchor Bolts .......................................6-207
6-03.3(36) Setting and Grouting Masonry Plates .........................6-207
6-03.3(37) Setting Steel Bridge Bearings ................................6-208
6-03.3(38) Placing Superstructure .....................................6-208
6-03.3(39) Swinging the Span .........................................6-208
6-03.3(40) Draining Pockets ...........................................6-208
6-03.3(41) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .6-209
6-03.3(42) Surface Condition ..........................................6-209
6-03.3(43) Castings, Steel Forgings, and Miscellaneous Metals .............6-209
6-03.4 Measurement ...........................................................6-209
6-03.5 Payment ...............................................................6-210
6-04 Timber Structures .................................................................6-212
6-04.1 Description .............................................................6-212
6-04.2 Materials ...............................................................6-212
6-04.3 Construction Requirements ..............................................6-212
6-04.3(1) Storing and Handling Material ...............................6-212
6-04.3(2) Workmanship .............................................6-213
6-04.3(3) Shop Details ..............................................6-213
6-04.3(4) Field Treatment of Cut Surfaces, Bolt Holes, and Contact
Surfaces ..................................................6-213
6-04.3(5) Holes for Bolts, Dowels, Rods, and Lag Screws .................6-213
6-04.3(6) Bolts, Washers, and Other Hardware .........................6-213
6-04.3(7) Countersinking ............................................6-214
6-04.3(8) Framing ..................................................6-214
6-04.3(9) Framed Bents .............................................6-214
6-04.3(10) Caps .....................................................6-214
6-04.3(11) Bracing ...................................................6-215
6-04.3(12) Stringers ..................................................6-215
6-04.3(13) Wheel Guards and Railings ..................................6-215
Page 24 2021 Standard Specifications M 41-10
Contents
6-04.3(14) Single-Plank Floors .........................................6-215
6-04.3(15) Laminated Floors ..........................................6-216
6-04.3(16) Plank Subfloors for Concrete Decks ..........................6-216
6-04.3(17) Trusses ...................................................6-216
6-04.3(18) Painting ..................................................6-216
6-04.4 Measurement ...........................................................6-217
6-04.5 Payment ...............................................................6-217
6-05 Piling ............................................................................6-218
6-05.1 Description .............................................................6-218
6-05.2 Materials ...............................................................6-218
6-05.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .6-218
6-05.3(1) Piling Terms ...............................................6-218
6-05.3(2) Ordering Piling ............................................6-220
6-05.3(3) Manufacture of Precast Concrete Piling .......................6-221
6-05.3(4) Manufacture of Steel Casings for Cast-In-Place Concrete Piles ...6-223
6-05.3(5) Manufacture of Steel Piles ..................................6-223
6-05.3(6) Splicing Steel Casings and Steel Piles .........................6-223
6-05.3(7) Storage and Handling. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .6-224
6-05.3(8) Pile Tips and Shoes .........................................6-224
6-05.3(9) Pile Driving Equipment .....................................6-225
6-05.3(10) Test Piles .................................................6-229
6-05.3(11) Driving Piles ..............................................6-230
6-05.3(12) Determination of Bearing Values .............................6-234
6-05.3(13) Treatment of Timber Pile Heads ..............................6-235
6-05.3(14) Extensions and Buildups of Precast Concrete Piles .............6-235
6-05.3(15) Completion of Cast-In-Place Concrete Piles ...................6-236
6-05.4 Measurement ...........................................................6-236
6-05.5 Payment ...............................................................6-237
6-06 Bridge Railings. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .6-239
6-06.1 Description .............................................................6-239
6-06.2 Materials ...............................................................6-239
6-06.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .6-239
6-06.3(1) Timber Railings ............................................6-239
6-06.3(2) Metal Railings .............................................6-239
6-06.4 Measurement ...........................................................6-240
6-06.5 Payment ...............................................................6-240
2021 Standard Specifications M 41-10 Page 25
Contents
6-07 Painting .........................................................................6-241
6-07.1 Description .............................................................6-241
6-07.2 Materials ...............................................................6-241
6-07.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .6-241
6-07.3(1) Work Force Qualifications ..................................6-241
6-07.3(2) Submittals ................................................6-242
6-07.3(3) Quality Control and Quality Assurance ........................6-245
6-07.3(4) Paint System Manufacturer’s Technical Representative ..........6-246
6-07.3(5) Pre-Painting Conference ....................................6-246
6-07.3(6) Paint Containers, Storage, and Handling ......................6-247
6-07.3(7) Paint Sampling and Testing ..................................6-247
6-07.3(8) Equipment ................................................6-248
6-07.3(9) Painting New Steel Structures ...............................6-248
6-07.3(10) Painting Existing Steel Structures ............................6-253
6-07.3(11) Painting or Powder Coating of Galvanized Surfaces .............6-262
6-07.3(12) Painting Ferry Terminal Structures ............................6-266
6-07.3(13) Painting Timber Structures ..................................6-270
6-07.3(14) Metallic Coatings ..........................................6-270
6-07.4 Measurement ...........................................................6-273
6-07.5 Payment ...............................................................6-273
6-08 Bituminous Surfacing on Structure Decks ............................................6-275
6-08.1 Description .............................................................6-275
6-08.2 Materials ...............................................................6-275
6-08.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .6-275
6-08.3(1) Definitions ................................................6-275
6-08.3(2) Contractor Survey for Grade Controlled Structure Decks ........6-276
6-08.3(3) General Bituminous Pavement Removal Requirements ..........6-277
6-08.3(4) Partial Depth Removal of Bituminous Pavement from
Structure Decks ...........................................6-277
6-08.3(5) Full Depth Removal of Bituminous Pavement from
Structure Decks ...........................................6-277
6-08.3(6) Repair of Damage due to Bituminous Pavement Removal
Operations ................................................6-278
6-08.3(7) Concrete Deck Repair ......................................6-279
6-08.3(8) Waterproof Membrane for Structure Decks ...................6-280
6-08.3(9) Placing Bituminous Pavement on Structure Decks ..............6-281
6-08.3(10) HMA Compaction on Structure Decks ........................6-282
6-08.3(11) Paved Panel Joint Seals and HMA Sawcut and Seals ............6-282
6-08.4 Measurement ...........................................................6-282
6-08.5 Payment ...............................................................6-283
Page 26 2021 Standard Specifications M 41-10
Contents
6-09 Modified Concrete Overlays .......................................................6-284
6-09.1 Description .............................................................6-284
6-09.2 Materials ...............................................................6-284
6-09.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .6-286
6-09.3(1) Equipment ................................................6-286
6-09.3(2) Submittals ................................................6-290
6-09.3(3) Concrete Overlay Mixes ....................................6-291
6-09.3(4) Storing and Handling .......................................6-293
6-09.3(5) Scarifying Concrete Surface .................................6-293
6-09.3(6) Further Deck Preparation ...................................6-295
6-09.3(7) Surface Preparation for Concrete Overlay .....................6-297
6-09.3(8) Quality Assurance ..........................................6-298
6-09.3(9) Mixing Concrete For Concrete Overlay .......................6-299
6-09.3(10) Overlay Profile and Screed Rails .............................6-299
6-09.3(11) Placing Concrete Overlay ...................................6-301
6-09.3(12) Finishing Concrete Overlay ..................................6-303
6-09.3(13) Curing Concrete Overlay ....................................6-303
6-09.3(14) Checking for Bond .........................................6-303
6-09.3(15) Sealing and Texturing Concrete Overlay .......................6-304
6-09.4 Measurement ...........................................................6-304
6-09.5 Payment ...............................................................6-305
6-10 Concrete Barrier ..................................................................6-306
6-10.1 Description .............................................................6-306
6-10.2 Materials ...............................................................6-306
6-10.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .6-306
6-10.3(1) Precast Concrete Barrier ....................................6-307
6-10.3(2) Cast-In-Place Concrete Barrier ..............................6-308
6-10.3(3) Removing and Resetting Permanent Concrete Barrier ...........6-308
6-10.3(4) Joining Precast Concrete Barrier to Cast-In-Place Barrier ........6-309
6-10.3(5) Temporary Barrier ..........................................6-309
6-10.3(6) Placing Concrete Barrier ....................................6-310
6-10.4 Measurement ...........................................................6-310
6-10.5 Payment ...............................................................6-311
2021 Standard Specifications M 41-10 Page 27
Contents
6-11 Reinforced Concrete Walls .........................................................6-313
6-11.1 Description .............................................................6-313
6-11.2 Materials ...............................................................6-313
6-11.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .6-313
6-11.3(1) Submittals ................................................6-313
6-11.3(2) Excavation and Foundation Preparation .......................6-314
6-11.3(3) Precast Concrete Wall Stem Panels ...........................6-314
6-11.3(4) Cast-In-Place Concrete Construction .........................6-315
6-11.3(5) Backfill, Weepholes, and Gutters .............................6-316
6-11.3(6) Traffic Barrier and Pedestrian Barrier .........................6-316
6-11.4 Measurement ...........................................................6-316
6-11.5 Payment ...............................................................6-316
6-12 Noise Barrier Walls ................................................................6-317
6-12.1 Description .............................................................6-317
6-12.2 Materials ...............................................................6-317
6-12.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .6-317
6-12.3(1) Submittals ................................................6-317
6-12.3(2) Work Access and Site Preparation ............................6-318
6-12.3(3) Shaft Construction .........................................6-318
6-12.3(4) Trench, Grade Beam, or Spread Footing Construction ...........6-320
6-12.3(5) Cast-In-Place Concrete Panel Construction ...................6-320
6-12.3(6) Precast Concrete Panel Fabrication and Erection ...............6-320
6-12.3(7) Masonry Wall Construction .................................6-321
6-12.3(8) Fabricating and Erecting Timber Noise Barrier Wall Panels .......6-322
6-12.3(9) Access Doors and Concrete Landing Pads ....................6-322
6-12.3(10) Finish Ground Line Dressing .................................6-322
6-12.4 Measurement ...........................................................6-323
6-12.5 Payment ...............................................................6-323
6-13 Structural Earth Walls .............................................................6-325
6-13.1 Description .............................................................6-325
6-13.2 Materials ..............................................................6-325
6-13.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .6-325
6-13.3(1) Quality Assurance ..........................................6-325
6-13.3(2) Submittals ................................................6-326
6-13.3(3) Excavation and Foundation Preparation .......................6-329
6-13.3(4) Precast Concrete Facing Panel and Concrete Block Fabrication ..6-330
6-13.3(5) Precast Concrete Facing Panel and Concrete Block Erection .....6-332
6-13.3(6) Welded Wire Faced Structural Earth Wall Erection .............6-333
6-13.3(7) Backfill ...................................................6-333
Page 28 2021 Standard Specifications M 41-10
Contents
6-13.3(8) Guardrail Placement ........................................6-334
6-13.3(9) SEW Traffic Barrier and SEW Pedestrian Barrier ...............6-335
6-13.4 Measurement ...........................................................6-335
6-13.5 Payment ...............................................................6-336
6-14 Geosynthetic Retaining Walls ......................................................6-337
6-14.1 Description .............................................................6-337
6-14.2 Materials ...............................................................6-337
6-14.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .6-337
6-14.3(1) Quality Assurance ..........................................6-337
6-14.3(2) Submittals ................................................6-338
6-14.3(3) Excavation and Foundation Preparation .......................6-339
6-14.3(4) Erection and Backfill .......................................6-339
6-14.3(5) Guardrail Placement ........................................6-340
6-14.3(6) Permanent Facing ..........................................6-341
6-14.3(7) Geosynthetic Retaining Wall Traffic Barrier and Geosynthetic
Retaining Wall Pedestrian Barrier ............................6-341
6-14.4 Measurement ...........................................................6-341
6-14.5 Payment ...............................................................6-342
6-15 Soil Nail Walls ....................................................................6-343
6-15.1 Description .............................................................6-343
6-15.2 Materials ...............................................................6-343
6-15.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .6-343
6-15.3(1) General Description ........................................6-343
6-15.3(2) Contractor’s Experience Requirements .......................6-343
6-15.3(3) Submittals ................................................6-344
6-15.3(4) Preconstruction Conference .................................6-345
6-15.3(5) Earthwork ................................................6-345
6-15.3(6) Soil Nailing ................................................6-346
6-15.3(7) Shotcrete Facing ...........................................6-347
6-15.3(8) Soil Nail Testing and Acceptance .............................6-348
6-15.3(9) Concrete Fascia Panels .....................................6-352
6-15.4 Measurement ...........................................................6-353
6-15.5 Payment ...............................................................6-353
2021 Standard Specifications M 41-10 Page 29
Contents
6-16 Soldier Pile and Soldier Pile Tieback Walls ...........................................6-354
6-16.1 Description .............................................................6-354
6-16.2 Materials ...............................................................6-354
6-16.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .6-354
6-16.3(1) Quality Assurance ..........................................6-354
6-16.3(2) Submittals ................................................6-354
6-16.3(3) Shaft Excavation ...........................................6-356
6-16.3(4) Installing Soldier Piles ......................................6-357
6-16.3(5) Backfilling Shaft ...........................................6-357
6-16.3(6) Designing and Installing Lagging and Installing Permanent
Ground Anchors ...........................................6-358
6-16.3(7) Prefabricated Drainage Mat .................................6-362
6-16.3(8) Concrete Fascia Panel ......................................6-362
6-16.4 Measurement ...........................................................6-362
6-16.5 Payment ...............................................................6-363
6-17 Permanent Ground Anchors ........................................................6-365
6-17.1 Description .............................................................6-365
6-17.2 Materials ...............................................................6-365
6-17.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .6-365
6-17.3(1) Definitions ................................................6-365
6-17.3(2) Contractor Experience Requirements .........................6-366
6-17.3(3) Submittals ................................................6-366
6-17.3(4) Preconstruction Conference .................................6-367
6-17.3(5) Tendon Fabrication .........................................6-368
6-17.3(6) Tendon Storage and Handling ...............................6-370
6-17.3(7) Installing Permanent Ground Anchors ........................6-370
6-17.3(8) Testing and Stressing .......................................6-372
6-17.3(9) Permanent Ground Anchor Acceptance Criteria ................6-375
6-17.4 Measurement ...........................................................6-376
6-17.5 Payment ...............................................................6-376
6-18 Shotcrete Facing ..................................................................6-377
6-18.1 Description .............................................................6-377
6-18.2 Materials ...............................................................6-377
6-18.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .6-377
6-18.3(1) Submittals ................................................6-377
6-18.3(2) Mix Design ................................................6-377
6-18.3(3) Testing ...................................................6-378
6-18.3(4) Qualifications of Contractor’s Personnel ......................6-379
6-18.3(5) Placing Wire Reinforcement .................................6-379
Page 30 2021 Standard Specifications M 41-10
Contents
6-18.3(6) Alignment Control .........................................6-379
6-18.3(7) Shotcrete Application ......................................6-379
6-18.3(8) Shotcrete Finishing. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .6-380
6-18.4 Measurement ...........................................................6-381
6-18.5 Payment ...............................................................6-381
6-19 Shafts ...........................................................................6-382
6-19.1 Description .............................................................6-382
6-19.2 Materials ...............................................................6-382
6-19.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .6-382
6-19.3(1) Quality Assurance ..........................................6-382
6-19.3(2) Shaft Construction Submittal ................................6-384
6-19.3(3) Shaft Excavation ...........................................6-388
6-19.3(4) Slurry Installation Requirements .............................6-395
6-19.3(5) Assembly and Placement of Reinforcing Steel ..................6-398
6-19.3(6) Contractor Furnished Accessories for Nondestructive QA Testing 6-399
6-19.3(7) Placing Concrete ...........................................6-401
6-19.3(8) Casing Removal ............................................6-403
6-19.3(9) Nondestructive QA Testing of Shafts .........................6-404
6-19.3(10) Engineer’s Final Acceptance of Shafts. . . . . . . . . . . . . . . . . . . . . . . . .6-407
6-19.4 Measurement ...........................................................6-407
6-19.5 Payment ...............................................................6-408
6-20 Buried Structures .................................................................6-410
6-20.1 Description .............................................................6-410
6-20.1(1) Definitions ................................................6-410
6-20.2 Materials ...............................................................6-411
6-20.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .6-411
6-20.3(1) Design ...................................................6-411
6-20.3(2) Submittals ................................................6-415
6-20.3(3) Tolerances ................................................6-417
6-20.3(4) Preconstruction Conference .................................6-418
6-20.3(5) Excavation ................................................6-419
6-20.3(6) Bedding and Foundations ...................................6-420
6-20.3(7) Fabrication ................................................6-421
6-20.3(8) Placement and Assembly. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .6-422
6-20.3(9) Backfilling ................................................6-423
6-20.3(10) Wingwalls and Headwalls ...................................6-425
6-20.4 Vacant .................................................................6-426
6-20.5 Payment ...............................................................6-426
2021 Standard Specifications M 41-10 Page 31
Contents
Division 7 Drainage Structures, Storm Sewers, Sanitary Sewers, Water Mains,
and Conduits ....................................................7-1
7-01 Drains .............................................................................7-1
7-01.1 Description ...............................................................7-1
7-01.2 Materials .................................................................7-1
7-01.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-2
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 .................................................................7-3
7-02 Culvert Pipe ........................................................................7-4
7-02.1 Description ...............................................................7-4
7-02.2 Materials .................................................................7-4
7-02.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-6
7-02.3(1) Placing Culvert Pipe – General .................................7-6
7-02.3(2) Installation of Metal End Sections ..............................7-6
7-02.3(3) Headwalls ..................................................7-7
7-02.3(4) Removing and Relaying Culvert Pipes ...........................7-7
7-02.3(5) Safety Bars for Culvert Pipe ...................................7-7
7-02.4 Measurement .............................................................7-7
7-02.5 Payment .................................................................7-8
7-03 Vacant .............................................................................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. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7-10
7-04.3(1) Cleaning and Testing ........................................7-11
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 .................7-16
7-05.3(2) Abandon Existing Manholes ..................................7-16
7-05.3(3) Connections to Existing Manholes ............................7-16
7-05.3(4) Drop Manhole Connection ...................................7-16
Page 32 2021 Standard Specifications M 41-10
Contents
7-05.4 Measurement ............................................................7-17
7-05.5 Payment ................................................................7-17
7-06 Vacant ...........................................................................7-19
7-07 Cleaning Existing Drainage Structures ................................................7-20
7-07.1 Description ..............................................................7-20
7-07.2 Vacant ..................................................................7-20
7-07.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7-20
7-07.4 Vacant ..................................................................7-20
7-07.5 Payment ................................................................7-20
7-08 General Pipe Installation Requirements ...............................................7-21
7-08.1 Description ..............................................................7-21
7-08.2 Materials ................................................................7-21
7-08.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7-21
7-08.3(1) Excavation and Preparation of Trench. . . . . . . . . . . . . . . . . . . . . . . . . .7-21
7-08.3(2) Laying Pipe ................................................7-23
7-08.3(3) Backfilling .................................................7-26
7-08.3(4) Plugging Existing Pipe .......................................7-27
7-08.4 Measurement ............................................................7-27
7-08.5 Payment ................................................................7-28
7-09 Water Mains ......................................................................7-29
7-09.1 Description ..............................................................7-29
7-09.1(1) Definitions .................................................7-29
7-09.2 Materials ................................................................7-30
7-09.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7-31
7-09.3(1) General ....................................................7-31
7-09.3(2) Ungraded Streets ...........................................7-31
7-09.3(3) Clearing and Grubbing in Ungraded Streets ....................7-31
7-09.3(4) Removal of Existing Street Improvements ......................7-31
7-09.3(5) Grade and Alignment ........................................7-32
7-09.3(6) Existing Utilities ............................................7-32
7-09.3(7) Trench Excavation ..........................................7-32
7-09.3(8) Removal and Replacement of Unsuitable Materials ..............7-34
7-09.3(9) Bedding the Pipe ...........................................7-34
7-09.3(10) Backfilling Trenches .........................................7-35
7-09.3(11) Compaction of Backfill ......................................7-35
7-09.3(12) General Pipe Installation .....................................7-35
7-09.3(13) Handling of Pipe ............................................7-35
2021 Standard Specifications M 41-10 Page 33
Contents
7-09.3(14) Cutting Pipe ................................................7-36
7-09.3(15) Laying of Pipe on Curves .....................................7-36
7-09.3(16) Cleaning and Assembling Joint ................................7-37
7-09.3(17) Laying Ductile Iron Pipe With Polyethylene Encasement .........7-37
7-09.3(18) Coupled Pipe 4 inches in Diameter and Larger ..................7-37
7-09.3(19) Connections ...............................................7-38
7-09.3(20) Detectable Marking Tape ....................................7-39
7-09.3(21) Concrete Thrust Blocking ....................................7-39
7-09.3(22) Blowoff Assemblies .........................................7-39
7-09.3(23) Hydrostatic Pressure Test ....................................7-39
7-09.3(24) Disinfection of Water Mains ..................................7-42
7-09.4 Measurement ............................................................7-45
7-09.5 Payment ................................................................7-46
7-10 Vacant ...........................................................................7-47
7-11 Vacant ...........................................................................7-48
7-12 Valves for Water Mains .............................................................7-49
7-12.1 Description ..............................................................7-49
7-12.2 Materials ................................................................7-49
7-12.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7-49
7-12.3(1) Installation of Valve Marker Post .............................7-50
7-12.4 Measurement ............................................................7-50
7-12.5 Payment ................................................................7-50
7-13 Vacant ...........................................................................7-51
7-14 Hydrants ..........................................................................7-52
7-14.1 Description ..............................................................7-52
7-14.2 Materials ................................................................7-52
7-14.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7-52
7-14.3(1) Setting Hydrants ............................................7-52
7-14.3(2) Hydrant Connections ........................................7-53
7-14.3(3) Resetting Existing Hydrants ..................................7-53
7-14.3(4) Moving Existing Hydrants ....................................7-53
7-14.3(5) Reconnecting Existing Hydrants ..............................7-54
7-14.3(6) Hydrant Extensions .........................................7-54
7-14.4 Measurement ............................................................7-54
7-14.5 Payment ................................................................7-54
Page 34 2021 Standard Specifications M 41-10
Contents
7-15 Service Connections ...............................................................7-56
7-15.1 Description ..............................................................7-56
7-15.2 Materials ................................................................7-56
7-15.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7-56
7-15.3(1) Flushing and Disinfection ....................................7-57
7-15.4 Measurement ............................................................7-57
7-15.5 Payment ................................................................7-57
7-16 Vacant ...........................................................................7-58
7-17 Sanitary Sewers ...................................................................7-59
7-17.1 Description ..............................................................7-59
7-17.2 Materials ................................................................7-59
7-17.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7-59
7-17.3(1) Protection of Existing Sewerage Facilities ......................7-59
7-17.3(2) Cleaning and Testing ........................................7-60
7-17.4 Measurement ............................................................7-65
7-17.5 Payment ................................................................7-65
7-18 Side Sewers .......................................................................7-66
7-18.1 Description ..............................................................7-66
7-18.2 Materials ................................................................7-66
7-18.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7-66
7-18.3(1) General ....................................................7-66
7-18.3(2) Fittings ....................................................7-66
7-18.3(3) Testing ....................................................7-66
7-18.3(4) Extending Side Sewers Into Private Property ...................7-67
7-18.3(5) End Pipe Marker ............................................7-67
7-18.4 Measurement ............................................................7-67
7-18.5 Payment ................................................................7-67
7-19 Sewer Cleanouts ...................................................................7-68
7-19.1 Description ..............................................................7-68
7-19.2 Materials ................................................................7-68
7-19.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7-68
7-19.4 Measurement ............................................................7-68
7-19.5 Payment ................................................................7-68
2021 Standard Specifications M 41-10 Page 35
Contents
Division 8 Miscellaneous Construction .......................................8-1
8-01 Erosion Control and Water Pollution Control ...........................................8-1
8-01.1 Description ...............................................................8-1
8-01.1(1) Definitions ..................................................8-1
8-01.2 Materials .................................................................8-2
8-01.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-2
8-01.3(1) General .....................................................8-2
8-01.3(2) Temporary Seeding and Mulching ..............................8-9
8-01.3(3) Placing Erosion Control Blanket ...............................8-11
8-01.3(4) Placing Compost Blanket ....................................8-11
8-01.3(5) Plastic Covering ............................................8-11
8-01.3(6) Check Dams ...............................................8-12
8-01.3(7) Stabilized Construction Entrance ..............................8-12
8-01.3(8) Street Cleaning .............................................8-13
8-01.3(9) Sediment Control Barriers ....................................8-13
8-01.3(10) Wattles ....................................................8-16
8-01.3(11) Outlet Protection ...........................................8-16
8-01.3(12) Compost Sock ..............................................8-16
8-01.3(13) Temporary Curb ............................................8-17
8-01.3(14) Temporary Pipe Slope Drain ..................................8-17
8-01.3(15) Maintenance ...............................................8-17
8-01.3(16) Removal ...................................................8-18
8-01.4 Measurement ............................................................8-18
8-01.4(1) Lump Sum Bid for Project (No Unit Items) .....................8-18
8-01.4(2) Item Bids ..................................................8-19
8-01.4(4) Items not included with Lump Sum Erosion Control and Water
Pollution Prevention ........................................8-20
8-01.5 Payment ................................................................8-20
8-01.5(1) Lump Sum Bid for Project (No Unit Items) ......................8-20
8-01.5(2) Item Bids ..................................................8-21
8-01.5(3) Reinstating Unit Items with Lump Sum Erosion Control and
Water Pollution Prevention ..................................8-22
8-01.5(4) Items not included with Lump Sum Erosion Control and
Water Pollution Prevention ..................................8-22
Page 36 2021 Standard Specifications M 41-10
Contents
8-02 Roadside Restoration ...............................................................8-23
8-02.1 Description ..............................................................8-23
8-02.2 Materials ................................................................8-23
8-02.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .8-24
8-02.3(1) Responsibility During Construction ............................8-24
8-02.3(2) Work Plans ................................................8-24
8-02.3(3) Weed and Pest Control ......................................8-26
8-02.3(4) Topsoil ....................................................8-28
8-02.3(5) Roadside Seeding, Lawn and Planting Area Preparation ..........8-29
8-02.3(6) Mulch and Amendments .....................................8-30
8-02.3(7) Layout of Planting, Lawn and Seeding Areas ....................8-31
8-02.3(8) Planting ...................................................8-32
8-02.3(9) Seeding, Fertilizing, and Mulching .............................8-34
8-02.3(10) Lawn Installation ............................................8-36
8-02.3(11) Mulch .....................................................8-38
8-02.3(12) Completion of Initial Planting .................................8-39
8-02.3(13) Plant Establishment .........................................8-39
8-02.3(14) Plant Replacement ..........................................8-40
8-02.3(15) Bioengineering .............................................8-41
8-02.3(16) Roadside Maintenance Under Construction ....................8-42
8-02.4 Measurement ............................................................8-43
8-02.5 Payment ................................................................8-44
8-03 Irrigation Systems ..................................................................8-47
8-03.1 Description ..............................................................8-47
8-03.2 Materials ................................................................8-47
8-03.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .8-47
8-03.3(1) Layout of Irrigation System ...................................8-47
8-03.3(2) Excavation .................................................8-47
8-03.3(3) Piping .....................................................8-48
8-03.3(4) Jointing ....................................................8-49
8-03.3(5) Installation .................................................8-49
8-03.3(6) Electrical Wire Installation ...................................8-50
8-03.3(7) Flushing and Testing .........................................8-51
8-03.3(8) Adjusting System ...........................................8-52
8-03.3(9) Backfill ....................................................8-52
8-03.3(10) As Built Plans ..............................................8-52
8-03.3(11) System Operation ...........................................8-52
8-03.3(12) Cross Connection Control Device Installation ...................8-53
8-03.3(13) Irrigation Water Service ......................................8-53
8-03.3(14) Irrigation Electrical Service ...................................8-54
2021 Standard Specifications M 41-10 Page 37
Contents
8-03.4 Vacant ..................................................................8-54
8-03.5 Payment ................................................................8-54
8-04 Curbs, Gutters, and Spillways ........................................................8-55
8-04.1 Description ..............................................................8-55
8-04.2 Materials ................................................................8-55
8-04.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .8-55
8-04.3(1) Cement Concrete Curbs, Gutters, and Spillways ................8-55
8-04.3(2) Extruded Asphalt Concrete Curbs and Gutters ..................8-57
8-04.3(3) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .8-57
8-04.3(4) Metal Spillways .............................................8-57
8-04.3(5) Spillways at Bridge Ends .....................................8-57
8-04.4 Measurement ............................................................8-58
8-04.5 Payment ................................................................8-58
8-05 Vacant ...........................................................................8-60
8-06 Cement Concrete Driveway Entrances ................................................8-61
8-06.1 Description ..............................................................8-61
8-06.2 Materials ................................................................8-61
8-06.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .8-61
8-06.4 Measurement ............................................................8-62
8-06.5 Payment ................................................................8-62
8-07 Precast Traffic Curb ................................................................8-63
8-07.1 Description ..............................................................8-63
8-07.2 Materials ................................................................8-63
8-07.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .8-63
8-07.3(1) Installing Curbs .............................................8-63
8-07.3(2) Painting of Curbs ...........................................8-64
8-07.4 Measurement ............................................................8-64
8-07.5 Payment ................................................................8-64
8-08 Rumble Strips .....................................................................8-65
8-08.1 Description ..............................................................8-65
8-08.2 Vacant ..................................................................8-65
8-08.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .8-65
8-08.4 Measurement ............................................................8-65
8-08.5 Payment ................................................................8-66
Page 38 2021 Standard Specifications M 41-10
Contents
8-09 Raised Pavement Markers ..........................................................8-67
8-09.1 Description ..............................................................8-67
8-09.2 Materials ................................................................8-67
8-09.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .8-67
8-09.3(1) Preliminary Spotting .........................................8-67
8-09.3(2) Surface Preparation .........................................8-67
8-09.3(3) Marker Preparation .........................................8-68
8-09.3(4) Adhesive Preparation ........................................8-68
8-09.3(5) Application Procedure .......................................8-68
8-09.3(6) Recessed Pavement Marker ..................................8-69
8-09.3(7) Tolerances for Pavement Markers .............................8-69
8-09.4 Measurement ............................................................8-69
8-09.5 Payment ................................................................8-69
8-10 Guide Posts .......................................................................8-70
8-10.1 Description ..............................................................8-70
8-10.2 Materials ................................................................8-70
8-10.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .8-70
8-10.4 Measurement ............................................................8-71
8-10.5 Payment ................................................................8-71
8-11 Guardrail ..........................................................................8-72
8-11.1 Description ..............................................................8-72
8-11.2 Materials ................................................................8-72
8-11.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .8-72
8-11.3(1) Beam Guardrail .............................................8-72
8-11.4 Measurement ............................................................8-75
8-11.5 Payment ................................................................8-76
8-12 Chain Link Fence and Wire Fence ....................................................8-78
8-12.1 Description ..............................................................8-78
8-12.2 Materials ................................................................8-78
8-12.3 Construction Requirements ...............................................8-78
8-12.3(1) Chain Link Fence and Gates ..................................8-79
8-12.3(2) Wire Fence and Gates .......................................8-81
8-12.4 Measurement ............................................................8-83
8-12.5 Payment ................................................................8-83
2021 Standard Specifications M 41-10 Page 39
Contents
8-13 Monument Cases ..................................................................8-85
8-13.1 Description ..............................................................8-85
8-13.2 Materials ................................................................8-85
8-13.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .8-85
8-13.4 Measurement ............................................................8-85
8-13.5 Payment ................................................................8-85
8-14 Cement Concrete Sidewalks .........................................................8-86
8-14.1 Description ..............................................................8-86
8-14.2 Materials ................................................................8-86
8-14.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .8-86
8-14.3(1) Excavation .................................................8-86
8-14.3(2) Forms .....................................................8-86
8-14.3(3) Placing and Finishing Concrete ...............................8-87
8-14.3(4) Curing .....................................................8-87
8-14.3(5) Detectable Warning Surface ..................................8-87
8-14.4 Measurement ............................................................8-87
8-14.5 Payment ................................................................8-88
8-15 Riprap ............................................................................8-89
8-15.1 Description ..............................................................8-89
8-15.2 Materials ................................................................8-89
8-15.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .8-89
8-15.3(1) Excavation for Riprap ........................................8-89
8-15.3(2) Loose Riprap ...............................................8-89
8-15.3(3) Hand Placed Riprap .........................................8-90
8-15.3(4) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .8-90
8-15.3(5) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .8-90
8-15.3(6) Quarry Spalls ...............................................8-90
8-15.3(7) Filter Blanket ...............................................8-90
8-15.4 Measurement ............................................................8-90
8-15.5 Payment ................................................................8-91
Page 40 2021 Standard Specifications M 41-10
Contents
8-16 Concrete Slope Protection ..........................................................8-92
8-16.1 Description ..............................................................8-92
8-16.2 Materials ................................................................8-92
8-16.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .8-92
8-16.3(1) Footing and Preparation of Slope .............................8-92
8-16.3(2) Placing Semi-Open Concrete Masonry Units ...................8-92
8-16.3(3) Poured in Place Cement Concrete .............................8-93
8-16.3(4) Pneumatically Placed Concrete ...............................8-93
8-16.4 Measurement ............................................................8-94
8-16.5 Payment ................................................................8-94
8-17 Impact Attenuator Systems .........................................................8-95
8-17.1 Description ..............................................................8-95
8-17.2 Materials ................................................................8-95
8-17.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .8-95
8-17.4 Measurement ............................................................8-96
8-17.5 Payment ................................................................8-96
8-18 Mailbox Support ...................................................................8-97
8-18.1 Description ..............................................................8-97
8-18.2 Materials ................................................................8-97
8-18.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .8-97
8-18.3(1) Type 3 Mailbox Support .....................................8-98
8-18.4 Measurement ............................................................8-98
8-18.5 Payment ................................................................8-98
8-19 Vacant ...........................................................................8-99
8-20 Illumination, Traffic Signal Systems, Intelligent Transportation Systems, and Electrical .....8-100
8-20.1 Description .............................................................8-100
8-20.1(1) Regulations and Code ......................................8-100
8-20.1(2) Industry Codes and Standards ...............................8-101
8-20.1(3) Permitting and Inspections ..................................8-102
8-20.2 Materials ...............................................................8-102
8-20.2(1) Equipment List and Drawings ................................8-102
8-20.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .8-104
8-20.3(1) General ...................................................8-104
8-20.3(2) Excavating and Backfilling ...................................8-106
8-20.3(3) Removing and Replacing Improvements .......................8-106
8-20.3(4) Foundations ...............................................8-107
8-20.3(5) Conduit ..................................................8-109
2021 Standard Specifications M 41-10 Page 41
Contents
8-20.3(6) Junction Boxes, Cable Vaults, and Pull boxes ..................8-117
8-20.3(7) Messenger Cable, Fittings ...................................8-118
8-20.3(8) Wiring ....................................................8-118
8-20.3(9) Bonding, Grounding ........................................8-122
8-20.3(10) Service, Transformer, and Intelligent Transportation
System (ITS) Cabinets ......................................8-123
8-20.3(11) Testing ...................................................8-124
8-20.3(12) Painting ..................................................8-125
8-20.3(13) Illumination Systems .......................................8-125
8-20.3(14) Signal Systems ............................................8-128
8-20.3(15) Grout ....................................................8-131
8-20.3(16) Reinstalling Salvaged Material ...............................8-131
8-20.3(17) “As Built” Plans ............................................8-131
8-20.4 Measurement ...........................................................8-131
8-20.5 Payment ...............................................................8-132
8-21 Permanent Signing ................................................................8-133
8-21.1 Description .............................................................8-133
8-21.2 Materials ...............................................................8-133
8-21.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .8-133
8-21.3(1) Location of Signs ..........................................8-133
8-21.3(2) Placement of Signs .........................................8-133
8-21.3(3) Sign Covering .............................................8-134
8-21.3(4) Sign Removal ..............................................8-134
8-21.3(5) Sign Relocation ............................................8-134
8-21.3(6) Sign Refacing ..............................................8-135
8-21.3(7) Sign Message Revision. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .8-135
8-21.3(8) Sign Cleaning ..............................................8-136
8-21.3(9) Sign Structures ............................................8-136
8-21.3(10) Sign Attachment ...........................................8-141
8-21.3(11) Multiple Panel Signs ........................................8-142
8-21.3(12) Steel Sign Posts ............................................8-142
8-21.4 Measurement ...........................................................8-142
8-21.5 Payment ...............................................................8-143
Page 42 2021 Standard Specifications M 41-10
Contents
8-22 Pavement Marking ................................................................8-144
8-22.1 Description .............................................................8-144
8-22.2 Materials ...............................................................8-144
8-22.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .8-144
8-22.3(1) Preliminary Spotting ........................................8-144
8-22.3(2) Preparation of Roadway Surfaces ............................8-144
8-22.3(3) Marking Application ........................................8-145
8-22.3(4) Tolerances for Lines ........................................8-149
8-22.3(5) Installation Instructions .....................................8-149
8-22.3(6) Removal of Pavement Markings ..............................8-150
8-22.4 Measurement ...........................................................8-150
8-22.5 Payment ...............................................................8-151
8-23 Temporary Pavement Markings .....................................................8-154
8-23.1 Description .............................................................8-154
8-23.2 Materials ...............................................................8-154
8-23.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .8-154
8-23.3(1) General ...................................................8-154
8-23.3(2) Preliminary Spotting ........................................8-154
8-23.3(3) Preparation of Roadway Surface .............................8-154
8-23.3(4) Pavement Marking Application ..............................8-154
8-23.4 Measurement ...........................................................8-156
8-23.5 Payment ...............................................................8-156
8-24 Rock and Gravity Block Wall and Gabion Cribbing ....................................8-157
8-24.1 Description .............................................................8-157
8-24.2 Materials ...............................................................8-157
8-24.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .8-157
8-24.3(1) Rock Wall .................................................8-157
8-24.3(2) Gravity Block Wall .........................................8-159
8-24.3(3) Gabion Cribbing ...........................................8-159
8-24.4 Measurement ...........................................................8-161
8-24.5 Payment ...............................................................8-161
2021 Standard Specifications M 41-10 Page 43
Contents
8-25 Glare Screen .....................................................................8-162
8-25.1 Description .............................................................8-162
8-25.2 Materials ...............................................................8-162
8-25.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .8-162
8-25.3(1) Glare Screen Fabric ........................................8-162
8-25.3(2) Slats .....................................................8-162
8-25.3(3) Posts .....................................................8-163
8-25.3(4) Tension Wire ..............................................8-163
8-25.4 Measurement ...........................................................8-163
8-25.5 Payment ...............................................................8-163
8-26 Vacant ..........................................................................8-164
8-27 Vacant ..........................................................................8-165
8-28 Vacant ..........................................................................8-166
8-29 Wire Mesh Slope Protection .......................................................8-167
8-29.1 Description .............................................................8-167
8-29.2 Materials ...............................................................8-167
8-29.3 Construction Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .8-167
8-29.3(1) Submittals ................................................8-167
8-29.3(2) Anchors ..................................................8-167
8-29.3(3) Wire Rope ................................................8-168
8-29.3(4) Wire Mesh ................................................8-168
8-29.4 Measurement ...........................................................8-168
8-29.5 Payment ...............................................................8-168
Page 44 2021 Standard Specifications M 41-10
Contents
Division 9 Materials ........................................................9-1
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 M232 .......................................9-1
9-00.8 Sand Equivalent ...........................................................9-2
9-00.9 Field Test Procedures ......................................................9-2
9-01 Cement ............................................................................9-3
9-01.1 Types of Cement ..........................................................9-3
9-01.2 Specifications .............................................................9-3
9-01.2(1) Portland Cement. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-3
9-01.2(2) Rapid Hardening Hydraulic Cement ............................9-4
9-01.3 Tests and Acceptance ......................................................9-4
9-01.4 Storage on the Work Site ...................................................9-5
9-02 Bituminous Materials ................................................................9-6
9-02.1 Asphalt Material, General ..................................................9-6
9-02.1(1) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-6
9-02.1(2) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-6
9-02.1(3) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-6
9-02.1(4) Performance Graded (PG) Asphalt Binder .......................9-6
9-02.1(5) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-7
9-02.1(6) Cationic Emulsified Asphalt ...................................9-7
9-02.1(7) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-7
9-02.1(8) Flexible Bituminous Pavement Marker Adhesive .................9-8
9-02.2 Sampling and Acceptance ..................................................9-8
9-02.2(1) Certification of Shipment .....................................9-8
9-02.2(2) Samples ....................................................9-9
9-02.3 Temperature of Asphalt ....................................................9-9
9-02.4 Anti-Stripping Additive .....................................................9-9
9-02.5 HMA Additive ............................................................9-9
2021 Standard Specifications M 41-10 Page 45
Contents
9-03 Aggregates ........................................................................9-10
9-03.1 Aggregates for Concrete ..................................................9-10
9-03.1(1) General Requirements .......................................9-10
9-03.1(2) Fine Aggregate for Concrete .................................9-11
9-03.1(3) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-12
9-03.1(4) Coarse Aggregate for Concrete ...............................9-12
9-03.1(5) Combined Aggregate Gradation for Concrete ...................9-14
9-03.2 Aggregate for Job-Mixed Portland Cement or Blended Hydraulic Cement Mortar .9-15
9-03.2(1) Grading for Surface Finishing Applications .....................9-15
9-03.2(2) Grading for Masonry Mortar Applications ......................9-15
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 Vacant ..................................................................9-17
9-03.7 Vacant ..................................................................9-17
9-03.8 Aggregates for Hot Mix Asphalt ............................................9-17
9-03.8(1) General Requirements .......................................9-17
9-03.8(2) HMA Test Requirements .....................................9-18
9-03.8(3) Grading ....................................................9-19
9-03.8(4) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .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, Specification Limits and Adjustments ..........9-20
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 ..........................................9-23
9-03.9(4) Maintenance Rock ..........................................9-24
9-03.10 Aggregate for Gravel Base .................................................9-24
9-03.11 Streambed Aggregates ....................................................9-25
9-03.11(1) Streambed Sediment ........................................9-25
9-03.11(2) Streambed Cobbles .........................................9-26
9-03.11(3) Streambed Boulders .........................................9-27
9-03.11(4) Habitat Boulders ............................................9-27
Page 46 2021 Standard Specifications M 41-10
Contents
9-03.12 Gravel Backfill ...........................................................9-28
9-03.12(1) Gravel Backfill for Foundations ...............................9-28
9-03.12(2) Gravel Backfill for Walls .....................................9-28
9-03.12(3) Gravel Backfill for Pipe Zone Bedding .........................9-29
9-03.12(4) Gravel Backfill for Drains. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-29
9-03.12(5) Gravel Backfill for Drywells ..................................9-30
9-03.13 Backfill for Sand Drains ...................................................9-30
9-03.13(1) Sand Drainage Blanket ......................................9-30
9-03.14 Borrow .................................................................9-31
9-03.14(1) Gravel Borrow ..............................................9-31
9-03.14(2) Select Borrow ..............................................9-31
9-03.14(3) Common Borrow ...........................................9-32
9-03.14(4) Gravel Borrow for Structural Earth Wall ........................9-32
9-03.15 Native Material for Trench Backfill ..........................................9-33
9-03.16 Vacant ..................................................................9-33
9-03.17 Foundation Material Class A and Class B ....................................9-33
9-03.18 Foundation Material Class C ...............................................9-34
9-03.19 Bank Run Gravel for Trench Backfill .........................................9-34
9-03.20 Test Methods for Aggregates ..............................................9-34
9-03.21 Recycled Material ........................................................9-34
9-03.21(1) General Requirements .......................................9-34
9-04 Joint Sealing Materials ..............................................................9-41
9-04.1 Premolded Joint Fillers ....................................................9-41
9-04.1(1) Asphalt Filler for Contraction and Longitudinal Joints in
Concrete Pavements ........................................9-41
9-04.1(2) Premolded Joint Filler for Expansion Joints .....................9-41
9-04.1(3) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-41
9-04.1(4) Elastomeric Expansion Joint Seals .............................9-41
9-04.2 Joint Sealants ............................................................9-42
9-04.2(1) Hot Poured Joint Sealants ....................................9-42
9-04.2(2) Poured Rubber Joint Sealer ...................................9-42
9-04.2(3) Single-Component Polyurethane Sealant .......................9-43
9-04.3 Joint Mortar .............................................................9-43
2021 Standard Specifications M 41-10 Page 47
Contents
9-04.4 Pipe Joint Gaskets ........................................................9-44
9-04.4(1) Rubber Gaskets for Concrete Pipes and Precast Manholes .......9-44
9-04.4(2) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-44
9-04.4(3) Gaskets for Aluminum or Steel Culvert or Storm Sewer Pipe ......9-44
9-04.4(4) Rubber Gaskets for Aluminum or Steel Drain Pipe ...............9-44
9-04.4(5) Protection and Storage ......................................9-44
9-04.5 Flexible Plastic Gaskets ...................................................9-44
9-04.6 Expanded Polystyrene ....................................................9-45
9-04.7 Expanded Rubber ........................................................9-45
9-04.8 Flexible Elastomeric Seals .................................................9-45
9-04.9 Solvent Cements .........................................................9-45
9-04.10 Butyl Rubber and Nitrile Rubber ...........................................9-45
9-04.11 Butyl Rubber Sealant .....................................................9-45
9-04.12 External Sealing Band .....................................................9-45
9-05 Drainage Structures and Culverts ....................................................9-46
9-05.0 Acceptance and Approval of Drainage Structures, and Culverts .................9-46
9-05.1 Drain Pipe ...............................................................9-46
9-05.1(1) Concrete Drain Pipe .........................................9-46
9-05.1(2) Zinc Coated (Galvanized) or Aluminum Coated (Aluminized)
Corrugated Iron or Steel Drain Pipe ...........................9-46
9-05.1(3) Corrugated Aluminum Alloy Drain Pipe ........................9-47
9-05.1(4) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-47
9-05.1(5) PVC Drain Pipe, Couplings, and Fittings ........................9-47
9-05.1(6) Corrugated Polyethylene Drain Pipe, Couplings, and Fittings
(Up to 10 inch) .............................................9-47
9-05.1(7) Corrugated Polyethylene Drain Pipe, Couplings, and Fittings
(12 inch Through 60 inch) ....................................9-47
9-05.2 Underdrain Pipe .........................................................9-48
9-05.2(1) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-48
9-05.2(2) Perforated Concrete Underdrain Pipe .........................9-48
9-05.2(3) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-48
9-05.2(4) Zinc Coated (Galvanized) or Aluminum Coated (Aluminized)
Corrugated Iron or Steel Underdrain Pipe ......................9-48
9-05.2(5) Perforated Corrugated Aluminum Alloy Underdrain Pipe .........9-48
9-05.2(6) Perforated PVC Underdrain Pipe ..............................9-49
9-05.2(7) Perforated Corrugated Polyethylene Underdrain Pipe
(Up to 10 inch) .............................................9-49
9-05.2(8) Perforated Corrugated Polyethylene Underdrain Pipe (12-Inch
Through 60-Inch Diameter Maximum), Couplings, and Fittings ....9-49
Page 48 2021 Standard Specifications M 41-10
Contents
9-05.3 Concrete Culvert Pipe ....................................................9-50
9-05.3(1) Plain Concrete Culvert Pipe ..................................9-50
9-05.3(2) Reinforced Concrete Culvert Pipe .............................9-50
9-05.3(3) Beveled Concrete End Sections ...............................9-51
9-05.4 Steel Culvert Pipe and Pipe Arch ...........................................9-52
9-05.4(1) Elliptical Fabrication .........................................9-52
9-05.4(2) Mitered Ends ...............................................9-52
9-05.4(3) Protective Treatment ........................................9-52
9-05.4(4) Asphalt Coatings and Paved Inverts ...........................9-53
9-05.4(5) Polymer Protective Coating ..................................9-53
9-05.4(6) Spun Asphalt Lining .........................................9-54
9-05.4(7) Coupling Bands .............................................9-54
9-05.4(8) Steel Nestable Pipe .........................................9-55
9-05.4(9) Steel End Sections ..........................................9-55
9-05.5 Aluminum Culvert Pipe ...................................................9-56
9-05.5(1) Elliptical Fabrication .........................................9-56
9-05.5(2) Mitered Ends ...............................................9-56
9-05.5(3) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-56
9-05.5(4) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-56
9-05.5(5) Coupling Bands .............................................9-56
9-05.5(6) Aluminum End Sections ......................................9-56
9-05.6 Structural Plate Pipes, Arches and Boxes ....................................9-56
9-05.6(1) Steel Structural Plate Structures ..............................9-56
9-05.6(2) Aluminum Structural Plate Structures ..........................9-57
9-05.7 Concrete Storm Sewer Pipe ...............................................9-57
9-05.7(1) Plain Concrete Storm Sewer Pipe .............................9-57
9-05.7(2) Reinforced Concrete Storm Sewer Pipe ........................9-57
9-05.7(3) Concrete Storm Sewer Pipe Joints ............................9-57
9-05.7(4) Testing Concrete Storm Sewer Pipe Joints ......................9-57
9-05.8 Vitrified Clay Sewer Pipe ..................................................9-58
9-05.9 Steel Spiral Rib Storm Sewer Pipe ..........................................9-59
9-05.9(1) Continuous Lock Seam Pipe ..................................9-59
9-05.9(2) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-59
9-05.9(3) Coupling Bands .............................................9-60
9-05.10 Steel Storm Sewer Pipe ...................................................9-60
9-05.10(1) Coupling Bands .............................................9-60
9-05.10(2) Basis for Acceptance ........................................9-60
9-05.11 Aluminum Storm Sewer Pipe ..............................................9-61
9-05.11(1) Coupling Bands .............................................9-61
9-05.11(2) Basis for Acceptance ........................................9-61
2021 Standard Specifications M 41-10 Page 49
Contents
9-05.12 Polyvinyl Chloride (PVC) Pipe ..............................................9-61
9-05.12(1) Solid Wall PVC Culvert Pipe, Solid Wall PVC Storm Sewer Pipe,
and Solid Wall PVC Sanitary Sewer Pipe .......................9-61
9-05.12(2) Profile Wall PVC Culvert Pipe, Profile Wall PVC Storm Sewer Pipe,
and Profile Wall PVC Sanitary Sewer Pipe ......................9-61
9-05.13 Ductile Iron Sewer Pipe ...................................................9-62
9-05.14 ABS Composite Sewer Pipe ...............................................9-62
9-05.15 Metal Castings ...........................................................9-63
9-05.15(1) Manhole Ring and Cover .....................................9-63
9-05.15(2) Metal Frame, Grate, and Solid Metal Cover for Catch Basins
or Inlets ...................................................9-63
9-05.15(3) Cast Metal Inlets ............................................9-64
9-05.16 Grate Inlets and Drop Inlets ...............................................9-64
9-05.17 Aluminum Spiral Rib Storm Sewer Pipe ......................................9-64
9-05.17(1) Continuous Lock Seam Pipe ..................................9-65
9-05.17(2) Coupling Bands .............................................9-65
9-05.18 Safety Bars for Culvert Pipe ...............................................9-65
9-05.19 Corrugated Polyethylene Culvert Pipe, Couplings, and Fittings .................9-65
9-05.20 Corrugated Polyethylene Storm Sewer Pipe, Couplings, and Fittings ............9-66
9-05.21 Steel Rib Reinforced Polyethylene Culvert Pipe ..............................9-66
9-05.22 Steel Rib Reinforced Polyethylene Storm Sewer Pipe ..........................9-67
9-05.23 High-Density Polyethylene (HDPE) Pipe. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-67
9-05.24 Polypropylene Culvert Pipe, Polypropylene Storm Sewer Pipe, and
Polypropylene Sanitary Sewer Pipe .........................................9-68
9-05.24(1) Polypropylene Culvert Pipe and Storm Sewer Pipe ..............9-69
9-05.24(2) Polypropylene Sanitary Sewer Pipe ............................9-69
9-05.30 Vacant ..................................................................9-69
9-05.40 Vacant ..................................................................9-69
9-05.50 Precast Concrete Drainage Structures ......................................9-69
9-05.50(1) Fabrication Tolerances and Requirements ......................9-69
9-05.50(2) Manholes ..................................................9-70
9-05.50(3) Precast Concrete Catch Basins ...............................9-70
9-05.50(4) Precast Concrete Inlets ......................................9-71
9-05.50(5) Precast Concrete Drywells ...................................9-71
9-05.50(6) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-71
9-05.50(7) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-71
9-05.50(8) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-71
9-05.50(9) Synthetic Fibers for Precast Units .............................9-71
9-05.50(10) Synthetic Structural Fibers for Precast Units ....................9-71
Page 50 2021 Standard Specifications M 41-10
Contents
9-06 Structural Steel and Related Materials ................................................9-73
9-06.1 Structural Carbon Steel ...................................................9-73
9-06.2 Structural Low Alloy Steel .................................................9-73
9-06.3 Structural High-Strength Steel .............................................9-73
9-06.4 Vacant ..................................................................9-73
9-06.5 Bolts and Rods ...........................................................9-73
9-06.5(1) Unfinished Bolts ............................................9-73
9-06.5(2) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-73
9-06.5(3) High-Strength Bolts .........................................9-73
9-06.5(4) Anchor Bolts and Anchor Rods ...............................9-75
9-06.6 Vacant ..................................................................9-76
9-06.7 Vacant ..................................................................9-76
9-06.8 Steel Castings ...........................................................9-76
9-06.9 Gray Iron Castings ........................................................9-76
9-06.10 Malleable Iron Castings ...................................................9-76
9-06.11 Steel Forgings and Steel Shafting ...........................................9-76
9-06.12 Bronze Castings ..........................................................9-76
9-06.13 Vacant ..................................................................9-76
9-06.14 Ductile Iron Castings .....................................................9-77
9-06.15 Welded Shear Connectors .................................................9-77
9-06.16 Roadside Sign Structures ..................................................9-77
9-06.17 Noise Barrier Wall Access Door ............................................9-79
9-06.18 Metal Bridge Railing ......................................................9-79
9-06.19 Strip Seal and Modular Expansion Joint System Components ..................9-80
9-06.19(1) Strip Seal Expansion Joint System Components .................9-80
9-06.19(2) Modular Expansion Joint System Components ..................9-80
9-06.20 Vacant ..................................................................9-81
9-06.21 Vacant ..................................................................9-81
9-06.22 Bolts, Washers, and Other Hardware .......................................9-81
2021 Standard Specifications M 41-10 Page 51
Contents
9-07 Reinforcing Steel ...................................................................9-82
9-07.1 General .................................................................9-82
9-07.1(1) Acceptance by Manufacturer’s Certification ....................9-82
9-07.1(2) Bending ...................................................9-83
9-07.1(3) Lengths ....................................................9-84
9-07.1(4) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-84
9-07.2 Deformed Steel Bars .....................................................9-84
9-07.2(1) Headed Steel Reinforcing Bar .................................9-84
9-07.3 Epoxy-Coated Steel Reinforcing Bars .......................................9-84
9-07.4 Plain Steel Bars ..........................................................9-85
9-07.5 Dowel Bars (for Cement Concrete Pavement) ................................9-85
9-07.5(1) Dowel Bars for Cement Concrete Pavement Rehabilitation .......9-85
9-07.5(2) Corrosion Resistant Dowel Bars (for Cement Concrete
Pavement and Cement Concrete Pavement Rehabilitation) .......9-86
9-07.6 Tie Bars (for Cement Concrete Pavement) ...................................9-87
9-07.7 Welded Wire Reinforcement ...............................................9-87
9-07.8 Deformed Wire ..........................................................9-87
9-07.9 Cold Drawn Wire ........................................................9-88
9-07.10 Prestressing Reinforcement Strand .........................................9-88
9-07.11 Prestressing Reinforcement Bar ............................................9-88
9-08 Paints and Related Materials ........................................................9-90
9-08.1 Paint ...................................................................9-90
9-08.1(1) Description ................................................9-90
9-08.1(2) Paint Types ................................................9-90
9-08.1(3) Working Properties .........................................9-92
9-08.1(4) Storage Properties ..........................................9-92
9-08.1(5) Fineness of Grinding ........................................9-92
9-08.1(6) Test Methods ..............................................9-92
9-08.1(7) Acceptance ................................................9-93
9-08.1(8) Standard Colors ............................................9-93
9-08.2 Powder Coating Materials for Coating Galvanized Surfaces ....................9-93
9-08.3 Concrete Surface Treatments ..............................................9-94
9-08.3(1) Pigmented Sealer Materials ..................................9-94
9-08.3(2) Exposed Aggregate Concrete Coatings and Sealers ..............9-94
9-08.3(3) Permeon Treatment .........................................9-95
9-08.4 Abrasive Blast Materials. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-95
9-08.4(1) Abrasive Blast Media ........................................9-95
9-08.4(2) Lead Abatement Additive ....................................9-95
Page 52 2021 Standard Specifications M 41-10
Contents
9-08.5 Surface Cleaning Materials ................................................9-95
9-08.5(1) Bird Guano Treatment .......................................9-95
9-08.5(2) Fungicide Treatment. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-95
9-08.5(3) Water .....................................................9-95
9-08.6 Filter Fabric .............................................................9-96
9-08.7 Single-Component Polyurethane Sealant ....................................9-96
9-08.8 Foam Backer Rod ........................................................9-96
9-09 Timber and Lumber ................................................................9-97
9-09.1 General Requirements ....................................................9-97
9-09.2 Grade Requirements ......................................................9-97
9-09.2(1) Structures .................................................9-98
9-09.2(2) Guardrail Posts and Blocks. ..................................9-98
9-09.2(3) Signposts, Mileposts, Sawed Fence Posts, and Mailbox Posts .....9-99
9-09.3 Preservative Treatment ...................................................9-99
9-09.3(1) General Requirements .......................................9-99
9-10 Piling ...........................................................................9-101
9-10.1 Timber Piling ...........................................................9-101
9-10.1(1) Untreated Piling ...........................................9-101
9-10.1(2) Creosote Treated Piling .....................................9-102
9-10.1(3) Timber Composite Piling ....................................9-102
9-10.1(4) Peeling ...................................................9-102
9-10.2 Concrete Piling .........................................................9-102
9-10.2(1) Concrete .................................................9-102
9-10.2(2) Reinforcement .............................................9-102
9-10.3 Cast-In-Place Concrete Piling .............................................9-103
9-10.4 Steel Pile Tips and Shoes .................................................9-103
9-10.5 Steel Piling .............................................................9-103
9-11 Waterproof Membrane ............................................................9-104
9-11.1 Asphalt for Waterproofing ................................................9-104
9-11.2 Primer for Waterproof Membrane .........................................9-104
9-12 Masonry Units ....................................................................9-105
9-12.1 Concrete Blocks ........................................................9-105
9-12.2 Concrete Brick ..........................................................9-105
2021 Standard Specifications M 41-10 Page 53
Contents
9-13 Riprap, Quarry Spalls, Slope Protection, and Rock for Erosion and Scour Protection
and Rock Walls ...................................................................9-106
9-13.1 Riprap and Quarry Spalls .................................................9-106
9-13.1(1) General ...................................................9-106
9-13.1(2) Heavy Loose Riprap ........................................9-106
9-13.1(3) Light Loose Riprap .........................................9-106
9-13.1(4) Hand Placed Riprap ........................................9-107
9-13.1(5) Quarry Spalls ..............................................9-107
9-13.2 Vacant .................................................................9-107
9-13.3 Vacant .................................................................9-107
9-13.4 Rock for Erosion and Scour Protection .....................................9-107
9-13.4(1) Suitable Shape of Rock for Erosion and Scour Protection ........9-107
9-13.4(2) Grading Requirements of Rock for Erosion and Scour Protection .9-108
9-13.5 Concrete Slope Protection ...............................................9-108
9-13.5(1) Semi-Open Concrete Masonry Units Slope Protection ..........9-108
9-13.5(2) Poured Portland Cement or Blended Hydraulic Cement
Concrete Slope Protection ..................................9-109
9-13.5(3) Pneumatically Placed Portland Cement or Blended Hydraulic
Cement Concrete Slope Protection ...........................9-109
9-13.6 Vacant ................................................................9-109
9-13.7 Rock for Rock Wall ......................................................9-109
9-13.7(1) Rock for Rock Walls and Chinking Material ....................9-109
9-13.7(2) Backfill for Rock Wall .......................................9-110
9-14 Erosion Control and Roadside Planting ..............................................9-111
9-14.1 Materials Submittals and Acceptance ......................................9-111
9-14.2 Topsoil .................................................................9-113
9-14.2(1) Topsoil Type A .............................................9-113
9-14.2(2) Topsoil Type B .............................................9-113
9-14.2(3) Topsoil Type C .............................................9-113
9-14.3 Seed. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-113
9-14.4 Fertilizer ...............................................................9-114
9-14.5 Mulch and Amendments .................................................9-114
9-14.5(1) Straw. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-114
9-14.5(2) Hydraulically Applied Erosion Control Products (HECPs) ........9-115
9-14.5(3) Bark or Wood Chip Mulch ..................................9-117
9-14.5(4) Wood Strand Mulch ........................................9-117
9-14.5(5) Agricultural Grade Dolomite Lime ............................9-118
Page 54 2021 Standard Specifications M 41-10
Contents
9-14.5(6) Agricultural Grade Gypsum .................................9-118
9-14.5(7) Tackifier ..................................................9-118
9-14.5(8) Compost ..................................................9-118
9-14.5(9) Horticultural Grade Perlite ..................................9-120
9-14.6 Erosion Control Devices. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-120
9-14.6(1) Polyacrylamide (PAM) ......................................9-120
9-14.6(2) Biodegradable Erosion Control Blanket .......................9-121
9-14.6(3) Plastic Covering ...........................................9-122
9-14.6(4) Check Dams ..............................................9-122
9-14.6(5) Wattles ...................................................9-123
9-14.6(6) Compost Socks ...........................................9-123
9-14.6(7) Coir Log ..................................................9-124
9-14.6(8) High Visibility Fencing ......................................9-124
9-14.6(9) High Visibility Silt Fence ....................................9-124
9-14.7 Plant Materials ..........................................................9-124
9-14.7(1) Description ...............................................9-124
9-14.7(2) Quality ...................................................9-125
9-14.7(3) Handling and Shipping ......................................9-127
9-14.7(4) Sod ......................................................9-127
9-14.8 Stakes, Guys, and Wrapping ..............................................9-128
9-15 Irrigation System ..................................................................9-129
9-15.1 Pipe, Tubing, and Fittings .................................................9-129
9-15.1(1) Galvanized Pipe and Fittings ................................9-129
9-15.1(2) Polyvinyl Chloride Pipe and Fittings ..........................9-129
9-15.1(3) Polyethylene Pipe ..........................................9-129
9-15.2 Drip Tubing .............................................................9-130
9-15.3 Automatic Controllers ...................................................9-130
9-15.4 Irrigation Heads .........................................................9-131
9-15.5 Valve Boxes ............................................................9-131
9-15.6 Gate Valves ............................................................9-131
9-15.7 Control Valves ..........................................................9-131
9-15.7(1) Manual Control Valves ......................................9-131
9-15.7(2) Automatic Control Valves ...................................9-131
9-15.7(3) Automatic Control Valves With Pressure Regulator .............9-132
9-15.8 Quick Coupling Equipment ...............................................9-132
9-15.9 Drain Valves ............................................................9-132
9-15.10 Hose Bibs ..............................................................9-132
9-15.11 Cross Connection Control Devices ........................................9-133
9-15.12 Check Valves ...........................................................9-133
2021 Standard Specifications M 41-10 Page 55
Contents
9-15.13 Pressure Regulating Valves ...............................................9-133
9-15.14 Three-Way Valves .......................................................9-133
9-15.15 Flow Control Valves .....................................................9-133
9-15.16 Air Relief Valve ..........................................................9-133
9-15.17 Electrical Wire and Splices. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-134
9-15.18 Detectable Marking Tape .................................................9-134
9-15.19 Wye Strainers ..........................................................9-134
9-16 Fence and Guardrail ...............................................................9-135
9-16.1 Chain Link Fence and Gates ..............................................9-135
9-16.1(1) General ...................................................9-135
9-16.2 Wire Fence and Gates ...................................................9-137
9-16.2(1) General ...................................................9-137
9-16.3 Beam Guardrail .........................................................9-140
9-16.3(1) Rail Element. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-140
9-16.3(2) Posts and Blocks ...........................................9-140
9-16.3(3) Galvanizing ...............................................9-141
9-16.3(4) Hardware .................................................9-141
9-16.3(5) Anchors ..................................................9-141
9-16.3(6) Inspection and Acceptance ..................................9-142
9-16.4 Wire Mesh Slope Protection ..............................................9-142
9-16.4(1) General ...................................................9-142
9-16.4(2) Wire Mesh ................................................9-142
9-16.4(3) Wire Rope ................................................9-143
9-16.4(4) Hardware .................................................9-143
9-16.4(5) Fasteners and Lacing Wire ..................................9-143
9-16.4(6) Ground Anchors ...........................................9-143
9-16.5 Vacant .................................................................9-144
9-16.6 Glare Screen ............................................................9-144
9-16.6(1) General ...................................................9-144
9-16.6(2) Glare Screen Fabric ........................................9-144
9-16.6(3) Posts .....................................................9-144
9-16.6(4) Tension Wire ..............................................9-145
9-16.6(5) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-145
9-16.6(6) Tension Wire Attachments ..................................9-145
9-16.6(7) Slats .....................................................9-145
9-16.6(8) Fittings ...................................................9-145
9-16.6(9) Fabric Bands and Stretcher Bars .............................9-146
9-16.6(10) Tie Wire and Hog Rings .....................................9-146
Page 56 2021 Standard Specifications M 41-10
Contents
9-17 Flexible Guide Posts ...............................................................9-147
9-17.1 General ................................................................9-147
9-17.1(1) Dimensions ...............................................9-148
9-17.1(2) Reflective Sheeting ........................................9-148
9-17.2 Ultraviolet Resistance Test Procedure (Laboratory Test) ......................9-148
9-17.2(1) Acceptance ...............................................9-149
9-17.3 Field Impact Test Procedure ..............................................9-149
9-17.3(1) Test Observations ..........................................9-150
9-17.3(2) Acceptance ...............................................9-150
9-17.4 Pre-approval ............................................................9-150
9-18 Precast Traffic Curb ...............................................................9-152
9-18.1 Precast Traffic Curb .....................................................9-152
9-18.1(1) Aggregates and Proportioning ...............................9-152
9-18.1(2) Mixing ....................................................9-152
9-18.1(3) Forms ....................................................9-153
9-18.1(4) Placing Concrete ...........................................9-153
9-18.1(5) Removal of Forms ..........................................9-153
9-18.1(6) Curing Concrete ...........................................9-153
9-18.1(7) Finish ....................................................9-154
9-18.1(8) Surface Treatment .........................................9-154
9-18.1(9) Dimensions and Shape .....................................9-154
9-18.1(10) Curb Lengths ..............................................9-154
9-18.1(11) Defective Curb ............................................9-154
9-18.1(12) Repairing Curb ............................................9-155
9-18.1(13) Identification Marking .....................................9-155
9-18.1(14) Shipping ..................................................9-155
9-18.1(15) Sampling and Inspection ....................................9-156
9-18.2 Vacant .................................................................9-156
9-18.3 Vacant .................................................................9-156
9-18.4 Water Repellent Compound ..............................................9-156
9-18.5 Sodium Metasilicate .....................................................9-156
9-19 Vacant ..........................................................................9-157
9-20 Concrete Patching Material, Grout, and Mortar .......................................9-158
9-20.1 Patching Material for Cement Concrete Pavement ...........................9-158
9-20.1(1) Patching Mortar ...........................................9-158
9-20.1(2) Patching Mortar Extended With Aggregate ....................9-158
9-20.1(3) Aggregate ................................................9-159
9-20.1(4) Water ....................................................9-159
2021 Standard Specifications M 41-10 Page 57
Contents
9-20.2 Patching Material for Concrete Structure Repair .............................9-159
9-20.3 Grout ..................................................................9-159
9-20.3(1) Grout Type 1 for Post-Tensioning Applications .................9-160
9-20.3(2) Grout Type 2 for Nonshrink Applications ......................9-160
9-20.3(3) Grout Type 3 for Unconfined Applications .....................9-160
9-20.3(4) Grout Type 4 for Multipurpose Applications ...................9-160
9-20.4 Mortar .................................................................9-161
9-20.4(1) Fine Aggregate for Mortar ..................................9-161
9-20.4(2) Mortar Type 1 for Concrete Surface Finish ....................9-161
9-20.4(3) Mortar Type 2 for Masonry Applications ......................9-161
9-20.4(4) Mortar Type 3 for Concrete Repair ...........................9-161
9-20.5 Bridge Deck Repair Material ..............................................9-161
9-21 Raised Pavement Markers (RPM) ...................................................9-162
9-21.1 Raised Pavement Markers Type 1 .........................................9-162
9-21.1(1) Physical and Chemical Properties ............................9-162
9-21.2 Raised Pavement Markers Type 2 .........................................9-162
9-21.2(1) Standard Raised Pavement Markers Type 2 ....................9-162
9-21.2(2) Abrasion Resistant Raised Pavement Markers Type 2 ...........9-162
9-21.3 Raised Pavement Markers Type 3 .........................................9-163
9-22 Monument Cases .................................................................9-164
9-22.1 Monument Cases, Covers, and Risers ......................................9-164
9-23 Concrete Curing Materials and Admixtures ...........................................9-165
9-23.1 Sheet Materials for Curing Concrete .......................................9-165
9-23.2 Liquid Membrane-Forming Concrete Curing Compounds .....................9-165
9-23.3 Vacant .................................................................9-165
9-23.4 Vacant .................................................................9-165
9-23.5 Burlap Cloth ............................................................9-165
9-23.6 Chemical Admixtures for Concrete ........................................9-165
9-23.6(1) Air-Entraining Admixtures ...................................9-165
9-23.6(2) Type A Water-Reducing Admixtures ..........................9-165
9-23.6(3) Type B Retarding Admixtures ................................9-166
9-23.6(4) Type C Accelerating Admixtures .............................9-166
9-23.6(5) Type D Water-Reducing and Retarding Admixtures .............9-166
9-23.6(6) Type E Water-Reducing and Accelerating Admixtures ...........9-166
9-23.6(7) Type F Water-Reducing, High Range Admixtures ...............9-166
9-23.6(8) Type G Water-Reducing, High Range, and Retarding Admixtures .9-166
9-23.6(9) Type S Specific Performance Admixtures ......................9-166
Page 58 2021 Standard Specifications M 41-10
Contents
9-23.7 Vacant .................................................................9-166
9-23.8 Waterproofing ..........................................................9-167
9-23.9 Fly Ash ................................................................9-167
9-23.9(1) Tests and Acceptance ......................................9-167
9-23.10 Ground Granulated Blast Furnace Slag .....................................9-167
9-23.10(1) Tests and Acceptance ......................................9-168
9-23.11 Microsilica Fume ........................................................9-168
9-23.12 Natural Pozzolan ........................................................9-168
9-23.13 Blended Supplementary Cementitious Material .............................9-168
9-24 Plastic Waterstop ................................................................9-169
9-24.1 Material ................................................................9-169
9-24.1(1) Tests of Material ...........................................9-169
9-25 Water ...........................................................................9-170
9-25.1 Water for Concrete ......................................................9-170
9-25.2 Water for Plants ........................................................9-170
9-26 Epoxy Resins .....................................................................9-171
9-26.1 Epoxy Bonding Agents ...................................................9-171
9-26.1(1) General ...................................................9-171
9-26.1(2) Packaging and Marking .....................................9-171
9-26.1(3) Certification ...............................................9-172
9-26.1(4) Rejection .................................................9-172
9-26.1(5) Acceptance ...............................................9-172
9-26.2 Epoxy Adhesive for Lane Markers .........................................9-172
9-26.2(1) General ...................................................9-172
9-26.2(2) Packaging and Marking .....................................9-172
9-26.2(3) Certification ...............................................9-172
9-26.2(4) Rejection .................................................9-172
9-26.2(5) Acceptance ...............................................9-172
9-26.3 Epoxy Grout/Mortar/Concrete ............................................9-173
9-26.3(1) General ...................................................9-173
9-26.3(2) Packaging and Marking .....................................9-173
9-26.3(3) Certification ...............................................9-173
9-26.3(4) Rejection .................................................9-173
9-26.3(5) Acceptance ...............................................9-173
2021 Standard Specifications M 41-10 Page 59
Contents
9-27 Cribbing .........................................................................9-174
9-27.1 Vacant .................................................................9-174
9-27.2 Vacant .................................................................9-174
9-27.3 Gabion Cribbing ........................................................9-174
9-27.3(1) Gabion Fabric .............................................9-174
9-27.3(2) Gabion Baskets ............................................9-174
9-27.3(3) Gabion Mattresses .........................................9-175
9-27.3(4) Fasteners for Basket Assembly ...............................9-176
9-27.3(5) Nonraveling Construction ...................................9-176
9-27.3(6) Stone ....................................................9-176
9-28 Signing Materials and Fabrication ...................................................9-177
9-28.1 General ................................................................9-177
9-28.2 Manufacturer’s Identification and Date. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-177
9-28.3 Corner Radius ..........................................................9-177
9-28.4 Extruded Windbeams and “Z” Bar .........................................9-178
9-28.5 Letter and Spacing Formula ...............................................9-178
9-28.6 Destination Sign Messages ...............................................9-178
9-28.7 Process Colors ..........................................................9-178
9-28.8 Sheet Aluminum Signs ...................................................9-179
9-28.9 Fiberglass Reinforced Plastic Signs ........................................9-179
9-28.9(1) Mechanical Properties ......................................9-180
9-28.9(2) Physical Properties .........................................9-180
9-28.10 Digital Printing ..........................................................9-181
9-28.11 Hardware ..............................................................9-182
9-28.12 Reflective Sheeting ......................................................9-183
9-28.12(1) Application ...............................................9-186
9-28.12(2) Edge Treatment ............................................9-186
9-28.12(3) Splices and Color Matching .................................9-187
9-28.13 Demountable Prismatic Reflectorized Message and Borders ..................9-187
9-28.14 Sign Support Structures ..................................................9-188
9-28.14(1) Timber Sign Posts ..........................................9-188
9-28.14(2) Steel Structures and Posts ..................................9-188
9-28.14(3) Aluminum Structures .......................................9-189
9-28.15 Vacant .................................................................9-189
Page 60 2021 Standard Specifications M 41-10
Contents
9-29 Illumination, Signal, Electrical .......................................................9-190
9-29.1 Conduit, Innerduct, and Outerduct ........................................9-190
9-29.1(1) Rigid Metal Conduit, Galvanized Steel Outerduct, and Fittings ...9-190
9-29.1(2) Rigid Metal Conduit Fittings and Appurtenances ...............9-190
9-29.1(3) Flexible Metal Conduit .....................................9-191
9-29.1(4) Non-Metallic Conduit ......................................9-191
9-29.1(5) Innerduct and Outerduct ...................................9-192
9-29.1(6) Detectable Underground Warning Tape .......................9-194
9-29.1(7) Steel Casings ..............................................9-194
9-29.1(8) Drilling Fluid ..............................................9-195
9-29.1(9) Repair ....................................................9-195
9-29.1(10) Pull Tape ..................................................9-195
9-29.1(11) Foam Conduit Sealant ......................................9-195
9-29.2 Junction Boxes, Cable Vaults, and Pull Boxes ................................9-195
9-29.2(1) Junction Boxes ............................................9-195
9-29.2(2) Cable Vaults and Pull Boxes .................................9-198
9-29.2(3) Structure Mounted Junction Box .............................9-200
9-29.2(4) Cover Markings ............................................9-201
9-29.2(5) Testing Requirements ......................................9-201
9-29.3 Fiber Optic Cable, Electrical Conductors, and Cable ..........................9-204
9-29.3(1) Fiber Optic Cable ..........................................9-204
9-29.3(2) Electrical Conductors and Cable .............................9-206
9-29.3(3) Wire Marking Sleeves ......................................9-207
9-29.4 Messenger Cable, Fittings ................................................9-208
9-29.5 Vacant .................................................................9-208
9-29.6 Light and Signal Standards ................................................9-208
9-29.6(1) Steel Light and Signal Standards .............................9-209
9-29.6(2) Slip Base Hardware ........................................9-209
9-29.6(3) Timber Light Standards, Timber Strain Poles, Timber Service
Supports ..................................................9-209
9-29.6(4) Welding ..................................................9-210
9-29.6(5) Foundation Hardware ......................................9-210
9-29.7 Luminaire Fusing and Electrical Connections at Light Standard Bases,
Cantilever Bases, and Sign Bridge Bases ....................................9-210
9-29.7(1) Unfused Quick-Disconnect Connector Kits ...................9-210
9-29.7(2) Fused Quick-Disconnect Kits ................................9-211
9-29.8 Vacant .................................................................9-211
9-29.9 Ballast, Transformers ....................................................9-212
9-29.9(1) Ballast ....................................................9-212
9-29.9(2) Transformers ..............................................9-213
2021 Standard Specifications M 41-10 Page 61
Contents
9-29.10 Luminaires .............................................................9-213
9-29.10(1) Conventional Roadway Luminaires ...........................9-214
9-29.10(2) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-216
9-29.10(3) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-216
9-29.10(4) Underdeck and Wall Mount Luminaires .......................9-216
9-29.11 Control Equipment ......................................................9-217
9-29.11(1) Time Clock Controls ........................................9-217
9-29.11(2) Photoelectric Controls ......................................9-217
9-29.12 Electrical Splice Materials ................................................9-217
9-29.12(1) Illumination Circuit Splices ..................................9-217
9-29.12(2) Traffic Signal Splice Material .................................9-218
9-29.12(3) Splice Enclosures ..........................................9-218
9-29.12(4) Re-Enterable Splice Enclosure ...............................9-218
9-29.12(5) Vinyl Electrical Tape for Splices ..............................9-218
9-29.13 Control Cabinet Assemblies ..............................................9-218
9-29.13(1) Environmental, Performance, and Test Standards for
Solid-State Traffic Controller Assemblies ......................9-218
9-29.13(2) Traffic Signal Controller Assembly Testing .....................9-219
9-29.13(3) Traffic Signal Controller .....................................9-220
9-29.13(4) Traffic-Signal Controller Software ............................9-220
9-29.13(5) Flashing Operations ........................................9-224
9-29.13(6) Emergency Preemption .....................................9-224
9-29.13(7) Wiring Diagrams ...........................................9-225
9-29.13(8) Generator Transfer Switch ..................................9-225
9-29.13(9) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-225
9-29.13(10) NEMA, Type 170E, 2070 Controllers and Cabinets .............9-226
9-29.13(11) Traffic Data Accumulator and Ramp Meters ...................9-235
9-29.13(12) Type 331L ITS Cabinet .....................................9-238
9-29.14 Vacant .................................................................9-240
9-29.15 Flashing Beacon Control .................................................9-240
9-29.16 Vehicular Signal Heads, Displays, and Housing ..............................9-240
9-29.16(1) Optically Programmed, Adjustable Face, and Programmable
Array 12-Inch Traffic Signal ..................................9-240
9-29.16(2) Conventional Traffic Signal Heads ............................9-243
9-29.16(3) Polycarbonate Traffic Signal Heads ...........................9-245
9-29.16(4) Traffic Signal Cover ........................................9-245
9-29.17 Signal Head Mounting Brackets and Fittings ................................9-246
Page 62 2021 Standard Specifications M 41-10
Contents
9-29.18 Vehicle Detector ........................................................9-247
9-29.18(1) Induction Loop Detectors ...................................9-247
9-29.18(2) Magnetometer Detectors ...................................9-247
9-29.19 Pedestrian Push Buttons .................................................9-248
9-29.20 Pedestrian Signals .......................................................9-248
9-29.21 Flashing Beacon ........................................................9-250
9-29.22 Vacant .................................................................9-250
9-29.23 Vacant .................................................................9-250
9-29.24 Service Cabinets ........................................................9-250
9-29.24(1) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-251
9-29.24(2) Electrical Circuit Breakers and Contactors .....................9-252
9-29.25 Amplifier, Transformer, and Terminal Cabinets ...............................9-252
9-30 Water Distribution Materials .......................................................9-254
9-30.1 Pipe ...................................................................9-254
9-30.1(1) Ductile Iron Pipe ...........................................9-254
9-30.1(2) Polyethylene Encasement ...................................9-254
9-30.1(3) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-254
9-30.1(4) Steel Pipe .................................................9-255
9-30.1(5) Polyvinyl Chloride (PVC) ....................................9-255
9-30.1(6) Polyethylene (PE) Pressure Pipe (4 inches and Over) ............9-255
9-30.2 Fittings ................................................................9-256
9-30.2(1) Ductile Iron Pipe ...........................................9-256
9-30.2(2) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-256
9-30.2(3) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-256
9-30.2(4) Steel Pipe .................................................9-256
9-30.2(5) Polyvinyl Chloride (PVC) Pipe ................................9-256
9-30.2(6) Restrained Joints ..........................................9-257
9-30.2(7) Bolted, Sleeve-Type Couplings for Plain End Pipe ..............9-257
9-30.2(8) Restrained Flexible Couplings ...............................9-257
9-30.2(9) Grooved and Shouldered Joints ..............................9-257
9-30.2(10) Polyethylene (PE) Pipe (4 inches and Over) ....................9-257
9-30.2(11) Fabricated Steel Mechanical Slip-Type Expansion Joints .........9-257
9-30.3 Valves .................................................................9-258
9-30.3(1) Gate Valves (3 to 16 inches) .................................9-258
9-30.3(2) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-258
9-30.3(3) Butterfly Valves ............................................9-258
9-30.3(4) Valve Boxes ...............................................9-258
2021 Standard Specifications M 41-10 Page 63
Contents
9-30.3(5) Valve Marker Posts .........................................9-258
9-30.3(6) Valve Stem Extensions ......................................9-259
9-30.3(7) Combination Air Release/Air Vacuum Valves ...................9-259
9-30.3(8) Tapping Sleeve and Valve Assembly ..........................9-259
9-30.4 Vacant .................................................................9-259
9-30.5 Hydrants ...............................................................9-259
9-30.5(1) End Connections ..........................................9-259
9-30.5(2) Hydrant Dimensions .......................................9-260
9-30.5(3) Hydrant Extensions ........................................9-260
9-30.5(4) Hydrant Restraints .........................................9-260
9-30.5(5) Traffic Flange ..............................................9-260
9-30.5(6) Guard Posts ...............................................9-260
9-30.6 Water Service Connections (2 inches and Smaller) ...........................9-261
9-30.6(1) Saddles ...................................................9-261
9-30.6(2) Corporation Stops .........................................9-261
9-30.6(3) Service Pipes ..............................................9-261
9-30.6(4) Service Fittings ............................................9-262
9-30.6(5) Meter Setters .............................................9-262
9-30.6(6) Bronze Nipples and Fittings .................................9-262
9-30.6(7) Meter Boxes ..............................................9-262
9-31 Fabricated Bridge Bearing Assemblies ...............................................9-263
9-31.1 Steel Plates and Bars ....................................................9-263
9-31.2 Stainless Steel ..........................................................9-263
9-31.3 Bearing Blocks and Keeper Rings ..........................................9-263
9-31.4 Pin Assembly ...........................................................9-263
9-31.5 Welded Shear Connectors ................................................9-264
9-31.6 Bolts, Nuts and Washers .................................................9-264
9-31.7 Anchor Array Rods, Nuts and Washers ....................................9-264
9-31.8 Bearing Pads ...........................................................9-264
9-31.8(1) Elastomeric Pads ..........................................9-264
9-31.8(2) Polytetrafluoroethylene (PTFE) ..............................9-265
9-31.8(3) Pre-formed Fabric Pad ......................................9-265
9-31.9 Polyether Urethane ......................................................9-265
9-31.10 Silicone Grease .........................................................9-266
9-31.11 Epoxy Gel ..............................................................9-266
9-31.12 Resin Filler .............................................................9-266
Page 64 2021 Standard Specifications M 41-10
Contents
9-32 Mailbox Support ..................................................................9-267
9-32.1 Steel Posts .............................................................9-267
9-32.2 Bracket, Platform, and Anti-Twist Plate .....................................9-267
9-32.3 Vacant .................................................................9-267
9-32.4 Wood Posts ............................................................9-267
9-32.5 Fasteners ..............................................................9-267
9-32.6 Snow Guard ............................................................9-267
9-32.7 Type 2 Mailbox Support ..................................................9-267
9-32.8 Concrete Base ..........................................................9-267
9-32.9 Steel Pipe ..............................................................9-268
9-32.10 U-Channel Post .........................................................9-268
9-33 Construction Geosynthetic .........................................................9-269
9-33.1 Geosynthetic Material Requirements ......................................9-269
9-33.2 Geosynthetic Properties .................................................9-270
9-33.2(1) Geotextile Properties .......................................9-270
9-33.2(2) Geotextile Properties for Retaining Walls and Reinforced Slopes .9-272
9-33.2(3) Prefabricated Drainage Mat .................................9-273
9-33.3 Aggregate Cushion of Permanent Erosion Control Geotextile .................9-273
9-33.4 Geosynthetic Material Approval and Acceptance ............................9-274
9-33.4(1) Geosynthetic Material Approval .............................9-274
9-33.4(2) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-274
9-33.4(3) Acceptance Samples .......................................9-275
9-33.4(4) Acceptance by Certificate of Compliance .....................9-276
9-33.4(5) Approval of Seams .........................................9-276
9-34 Pavement Marking Material ........................................................9-277
9-34.1 General ................................................................9-277
9-34.2 Paint ..................................................................9-277
9-34.2(1) Vacant. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-277
9-34.2(2) Color .....................................................9-277
9-34.2(3) Prohibited Materials ........................................9-278
9-34.2(4) Low VOC Solvent Based Paint ...............................9-278
9-34.2(5) Low VOC Waterborne Paint .................................9-279
9-34.2(6) Temporary Pavement Marking Paint ..........................9-281
2021 Standard Specifications M 41-10 Page 65
Contents
9-34.3 Plastic .................................................................9-281
9-34.3(1) Type A – Liquid Hot Applied Thermoplastic ....................9-281
9-34.3(2) Type B – Pre-Formed Fused Thermoplastic ....................9-282
9-34.3(3) Type C – Cold Applied Pre-Formed Tape ......................9-282
9-34.3(4) Type D – Liquid Cold Applied Methyl Methacrylate .............9-283
9-34.4 Glass Beads for Pavement Marking Materials ...............................9-284
9-34.5 Temporary Pavement Marking Tape ........................................9-286
9-34.5(1) Temporary Pavement Marking Tape – Short Duration
(Removable) ...............................................9-286
9-34.5(2) Temporary Pavement Marking Tape – Long Duration
(Non-Removable) ..........................................9-286
9-34.6 Temporary Flexible Raised Pavement Markers. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9-286
9-34.7 Field Testing ............................................................9-286
9-34.7(1) Requirements .............................................9-286
9-35 Temporary Traffic Control Materials .................................................9-288
9-35.0 General Requirements ...................................................9-288
9-35.1 Stop/Slow Paddles ......................................................9-288
9-35.2 Construction Signs ......................................................9-289
9-35.3 Wood Sign Posts ........................................................9-289
9-35.4 Sequential Arrow Signs ..................................................9-290
9-35.5 Portable Changeable Message Signs .......................................9-290
9-35.6 Barricades ..............................................................9-291
9-35.7 Traffic Safety Drums .....................................................9-292
9-35.8 Vacant .................................................................9-292
9-35.9 Traffic Cones ...........................................................9-292
9-35.10 Tubular Markers .........................................................9-292
9-35.11 Warning Lights and Flashers ..............................................9-292
9-35.12 Transportable Attenuator .................................................9-293
9-35.12(1) Truck-Mounted Attenuator ..................................9-293
9-35.12(2) Trailer-Mounted Attenuator .................................9-293
9-35.12(3) Submittal Requirements ....................................9-293
9-35.13 Tall Channelizing Devices ................................................9-294
9-35.14 Portable Temporary Traffic Control Signal ..................................9-294
Page 66 2021 Standard Specifications M 41-10
Contents
9-36 Shaft-Related Materials ............................................................9-296
9-36.1 Shaft Casing ............................................................9-296
9-36.1(1) Permanent Casing .........................................9-296
9-36.1(2) Temporary Casing ..........................................9-296
9-36.2 Shaft Slurry .............................................................9-296
9-36.2(1) Mineral Slurry .............................................9-296
9-36.2(2) Synthetic Slurry ............................................9-297
9-36.2(3) Water Slurry ..............................................9-297
9-36.3 Steel Reinforcing Bar Centralizers .........................................9-297
9-36.4 Access Tubes and Caps ..................................................9-298
9-36.5 Grout for Access Tubes ..................................................9-298
2021 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
AREMA American Railway Engineering and Maintenance 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 International
AWPA American Wood Protection Association
Page 1-2 2021 Standard Specifications M 41-10
1-01 Definitions and Terms
AWS American Welding Society
AWWA American Water Works Association
CFR Code of Federal Regulations
CLI Chain Link Institute
CRAB County Road Administration Board
CRSI Concrete Reinforcing Steel Institute
DIPRA Ductile Iron Pipe Research Association
ECY Washington State Department of Ecology
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
2021 Standard Specifications M 41-10 Page 1-3
Definitions and Terms 1-01
SOP Standard Operating Procedure
SSPC Society of Protective Coatings
TIB Transportation Improvement Board
UL Underwriters Laboratories
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
WISHA Washington Industrial Safety and Health Administration
WRI Wire Reinforcement Institute
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
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
Page 1-4 2021 Standard Specifications M 41-10
1-01 Definitions and Terms
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
psf Pounds per Square Foot
psi Pounds per Square inch
PVC Polyvinyl Chloride
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.
2021 Standard Specifications M 41-10 Page 1-5
Definitions and Terms 1-01
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 for projects with Contracting Agency subsurface
investigations; the Summary of Geotechnical Conditions 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.
Cold Weather Protection Period – A period of time 7 days from the day of concrete
placement or the duration of the cure period, whichever is longer.
Commission, Washington State Transportation Commission – The appointive body
having authority over state transportation matters as provided by law.
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.
Page 1-6 2021 Standard Specifications M 41-10
1-01 Definitions and Terms
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 Special Provisions, a listing of the applicable Standard Plans, the
prevailing minimum hourly wage rates, and an 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 directly supervises the
engineering and administration of a construction Contract.
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.
2021 Standard Specifications M 41-10 Page 1-7
Definitions and Terms 1-01
Highway – A public way for vehicles, including the entire Right of Way.
Inspector – The 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 – Same as Engineer.
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.
Reference Information – Information provided to the Contractor by the Contracting
Agency that is not part of the Contract.
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.
Roadside – The area outside the traveled way.
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.
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.
Sensitive Area – Natural features, which may be previously altered by human activity, that
are present on or adjacent to the project location and protected, managed, or regulated
by local, tribal, state, or federal agencies.
Special Provisions – Supplemental Specifications and modifications 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.
Page 1-8 2021 Standard Specifications M 41-10
1-01 Definitions and Terms
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 block supporting the girder, or
3. Arch skewbacks and construction joints at the top of vertical abutment members or
rigid frame piers.
Longitudinal limits of the Superstructure extend from end to end of the Structure in
accordance with the following criteria:
1. From the face of end diaphragm abutting the bridge approach embankment for end
piers without expansion joints, or
2. From the end pier expansion joint for bridges with end pier expansion joints
Superstructures include, but are not limited to, the bottom slab and webs of box girders,
the bridge deck and diaphragms of all bridges, and the sidewalks when shown on the
bridge deck. The Superstructure also includes the girders, expansion joints, bearings,
barrier, and railing attached to the Superstructure when such Superstructure components
are not otherwise covered by separate unit measured or lump sum bid items.
Superstructures do not include endwalls, wingwalls, barrier and railing attached to the
wingwalls, and cantilever barriers and railings unless supported by the Superstructure.
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.
2021 Standard Specifications M 41-10 Page 1-9
Definitions and Terms 1-01
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 – Drawings, plans, diagrams, or any other supplementary data or
calculations, including a schedule of submittal dates for Working Drawings where
specified, which the Contractor must submit to the Engineer.
WSDOT Form – Forms developed and maintained by WSDOT that are required or
available for use on a project. These forms can be downloaded from the forms catalogue
at: www.wsdot.wa.gov/forms/pdfforms.html
Page 1-10 2021 Standard Specifications M 41-10
1-02 Bid Procedures and Conditions
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.
2021 Standard Specifications M 41-10 Page 1-11
Bid Procedures and Conditions 1-02
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.)
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 Contractor
No. of
Sets Basis of Distribution
Reduced Plans (11″ by 17″) and Special
Provision
10 Furnished automatically upon Award.
Additional reduced Plans (11″ by 17″)
and Special Provision
10 Furnished only upon request for projects
with more than 100 plan sheets.
Large Plans (22″ by 34″) and Special
Provisions
1 Furnished automatically upon award.
Additional large Plans (22″ by 34″) and
Special Provisions
1 Furnished only upon request for projects
with more than 100 plan sheets.
Page 1-12 2021 Standard Specifications M 41-10
1-02 Bid Procedures and Conditions
To Subcontractors and Suppliers
No. of
Sets Basis of Distribution
Reduced Plans (11″ by 17″) and
accompanying Special Provisions
1 Furnished only upon request by the
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;
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.
2021 Standard Specifications M 41-10 Page 1-13
Bid Procedures and Conditions 1-02
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,
shall request the explanation or interpretation in writing by close of business on the
Thursday preceding the bid opening to allow a written reply to reach all prospective
Bidders before the submission of their 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.
Page 1-14 2021 Standard Specifications M 41-10
1-02 Bid Procedures and Conditions
Any information provided by the Contracting Agency for inspection by the Bidders as
Reference Information will be made available for inspection at the location specified in
the Special Provisions. The availability of Reference 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 this section or any other
responsibility under the Contract or as may be required by law.
Prospective Bidders are advised that the Contracting Agency may include a partially
completed Washington State Department of Ecology (Ecology) Transfer of Coverage
(Ecology form ECY 020-87a) for the Construction Stormwater General Permit (CSWGP)
as part of the Bid Documents. When the Contracting Agency requires the transfer of
coverage of the CSWGP to the Contractor, an informational copy of the Transfer of
Coverage and the associated CSWGP will be included in the appendices. As a condition
of Section 1-03.3, the Contractor is required to complete sections I, III, and VIII of the
Transfer of Coverage and return the form to the Contracting Agency.
The Contracting Agency is responsible for compliance with the CSWGP until the end of
day that the Contract is executed. Beginning on the day after the Contract is executed,
the Contractor shall assume complete legal responsibility for compliance with the
CSWGP and full implementation of all conditions of the CSWGP as they apply to the
Contract Work.
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, soil sample test data, and geotechnical recommendations
reports obtained by the Contracting Agency will be made available for inspection by
the Bidders as Reference Information. The Summary of Geotechnical Conditions, as an
appendix to the Special Provisions, and 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.
2021 Standard Specifications M 41-10 Page 1-15
Bid Procedures and Conditions 1-02
1-02.5 Proposal Forms
At the request of a Bidder, the Contracting Agency will provide a physical Proposal Form
for any project on which the Bidder is eligible to Bid. For certain projects selected at the
sole discretion of the Contracting Agency, the Bidder may also be authorized to access an
electronic Proposal Form for submittal via Trns∙Port Expedite® software and BidExpress®.
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 the
physical forms it provides, or electronic forms that the Bidder has been authorized to
access. 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, and expressed in
U.S. dollars and cents. The Proposal shall include:
1. A unit price for each item (omitting digits more than two 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
have been received.
The Bidder shall submit with the Bid a completed Disadvantaged Business Enterprise
(DBE) Utilization Certification, when required by the Special Provisions. For each and
every DBE firm listed on the Bidder’s completed Disadvantaged Business Enterprise
Utilization Certification, the Bidder shall submit written confirmation from that DBE firm
that the DBE is in agreement with the DBE participation commitment that the Bidder
has made in the Bidder’s completed Disadvantaged Business Enterprise Utilization
Certification. WSDOT Form 422-031 (Disadvantaged Business Enterprise Written
Confirmation Document) is available for this purpose. Bidder must submit good faith
effort documentation with the Disadvantaged Business Enterprise Utilization Certification
ONLY In The Event the bidder’s efforts to solicit sufficient DBE participation have been
unsuccessful. Directions for delivery of the Disadvantaged Business Enterprise Written
Confirmation Documents and Disadvantaged Business Enterprise Good Faith Effort
documentation are included in Sections 1-02.9 and 1-02.10.
Page 1-16 2021 Standard Specifications M 41-10
1-02 Bid Procedures and Conditions
The Bidder shall submit with the Bid a list of:
1. Subcontractors who will perform the work of structural steel installation, rebar
installation, heating, ventilation, air conditioning, and plumbing as described in
RCW 18.106 and electrical as described in RCW 19.28, 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.
The Bidder shall submit with their Bid a completed Contractor Certification Wage Law
Compliance form (WSDOT Form 272-009). Failure to return this certification as part of
the Bid Proposal package will make this Bid Nonresponsive and ineligible for Award. A
Contractor Certification of Wage Law Compliance form is included in the Proposal Forms.
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 cash, certified check, cashier’s check, or a proposal bond (Surety bond). For
projects that are selected by the Contracting Agency to be Bid electronically, the proposal
bond may be in either a physical format, or an electronic format via Surety2000.com
or Insurevision.com and BidExpress®. When a physical Bid deposit or proposal bond is
furnished to accompany an electronic Proposal Form, the Bid deposit shall be received by
the Contracting Agency at the location specified for receipt of Bids prior to the time set
for receipt of Bids. 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 with the Bid or as a
physical supplement to the electronic Proposal Form shall make the Bid nonresponsive
and shall cause the Bid to be rejected by the Contracting Agency.
2021 Standard Specifications M 41-10 Page 1-17
Bid Procedures and Conditions 1-02
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 including the Non-collusion Declaration as part of the signed bid Proposal,
the Bidder is deemed to have certified and agreed to the requirements of the 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 (WSDOT Form
272-040) is provided in the Proposal Form for Contracts exceeding $100,000 to address
this requirement.
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 (WSDOT Form
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
Page 1-18 2021 Standard Specifications M 41-10
1-02 Bid Procedures and Conditions
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 (WSDOT Form 272-040) may be reproduced
from the Proposal form. The disclosure form is available from the Washington State
Department of Transportation’s Contract Ad and Award Office, Transportation Building,
Olympia, WA 98504.
1-02.9 Delivery of Proposal
For projects scheduled for Bid opening in Olympia, the Proposal shall be sealed and
submitted in the envelope provided with it to the address provided below or shall be
submitted electronically via Trns∙Port Expedite® software and BidExpress®. The Bidder
shall fill in all blanks on this envelope to ensure proper handling and delivery. Bids are to
be received no later than until 11:00:59 A.M. Pacific time on the date of Bid opening:
Washington State Department of Transportation
Room 2D20
310 Maple Park Avenue SE
Olympia WA 98501-2361
For projects scheduled for Bid opening in other locations, the Proposal shall be sealed
and submitted in the envelope provided with it at the location and time identified in the
Special Provisions. The Bidder shall fill in all blanks on this envelope to ensure proper
handling and delivery.
Proposals that are received as required will be publicly opened and read as specified in
Section 1-02.12. The Contracting Agency will not open or consider any Proposal when
the Proposal or Bid deposit is received after the time specified for receipt of Proposals
or received in a location other than that specified for receipt of Proposals unless an
emergency or unanticipated event interrupts normal work processes of the Contracting
Agency so that Proposals cannot be received.
If an emergency or unanticipated event interrupts normal work processes of the
Contracting Agency so that Proposals cannot be received at the office designated
for receipt of bids as specified in Section 1-02.12 the time specified for receipt of
the Proposal will be deemed to be extended to the same time of day specified in the
solicitation on the first work day on which the normal work processes of the Contracting
Agency resume.
When a Bid deposit is furnished in a physical format as specified in Section 1-02.7 the Bid
deposit shall be submitted in a sealed envelope marked as “BID SUPPLEMENT” and with
the Bidder’s company name, project title, and Bid date.
2021 Standard Specifications M 41-10 Page 1-19
Bid Procedures and Conditions 1-02
1-02.10 Withdrawing, Revising, or Supplementing Proposal
After submitting a physical Bid Proposal to the Contracting Agency, the Bidder may
withdraw, revise, or supplement 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 set for receipt of
Proposals.
The original physical Bid Proposal may be supplemented, or revised and resubmitted
as the official Bid Proposal if the Contracting Agency receives it before the time set
for receipt of Proposals. Faxed Bid revisions and supplements will be accepted only if
they are submitted in accordance with the “Example Format for Facsimile Bid Changes”
instructions posted on the WSDOT website at www.wsdot.wa.gov/biz/contaa/bulletin.
Unless specifically allowed in the Contract, emailed requests to withdraw, revise, or
supplement a Proposal are not acceptable. The Contracting Agency is not responsible
fordelayed, partial, failed, illegible, or partially legible FAX document transmissions, and
such documents may be rejected as incomplete at the Bidder’s risk.
The Contracting Agency will not accept requests to revise or withdraw electronic Bid
Proposals. Such requests shall be furnished directly to BidExpress® and in accordance
with their terms and conditions.
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
“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.
Page 1-20 2021 Standard Specifications M 41-10
1-02 Bid Procedures and Conditions
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.
If an emergency or unanticipated event interrupts normal work processes of the
Contracting Agency so that Proposals cannot be opened at the time indicated in the call
for Bids the time specified for opening of Proposals will be deemed to be extended to
the same time of day on the first work day on which the normal work processes of the
Contracting Agency resume.
1-02.13 Irregular Proposals
1. A Proposal will be considered irregular and may be rejected if:
a. The Bidder is not prequalified;
b. The Bidder adds provisions reserving the right to reject or accept the Award, or
enter into the Contract;
c. A price per unit cannot be determined from the Bid Proposal;
d. The Proposal form is not properly executed;
e. The Bidder fails to submit or properly complete a Subcontractor list, if
applicable, as required in Section 1-02.6;
f. The Bidder fails to submit or properly complete an Disadvantaged Business
Enterprise Utilization Certification, if applicable, as required in Section 1-02.6;
g. The Bidder fails to submit written confirmation from each DBE firm listed
on the Bidder’s completed Disadvantaged Business Enterprise Utilization
Certification that they are in agreement with the Bidder’s DBE participation
commitment, if applicable, as required in Section 1-02.6, or if the written
confirmation that is submitted fails to meet the requirements of the Special
Provisions;
h. The Bidder fails to submit Disadvantaged Business Enterprise Good Faith
Effort documentation, if applicable, as required in Section 1-02.6, or if the
documentation that is submitted fails to demonstrate that a Good Faith Effort
to meet the Condition of Award was made;
i. The Bidder fails to submit a DBE Bid Item Breakdown form, if applicable, as
required in Section 1-02.6, or if the documentation that is submitted fails to
meet the requirements of the Special Provisions;
j. The Bidder fails to submit DBE Trucking Credit Forms, if applicable, as required
in Section 1-02.6, or if the documentation that is submitted fails to meet the
requirements of the Special Provisions; or
k. The Bid Proposal does not constitute a definite and unqualified offer to meet
the material terms of the Bid invitation.
2021 Standard Specifications M 41-10 Page 1-21
Bid Procedures and Conditions 1-02
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. The authorized Proposal Form furnished by the Contracting Agency is not used
or is altered;
d. The completed Proposal form contains any unauthorized additions, deletions,
alternate Bids, or conditions;
e. Receipt of Addenda is not acknowledged;
f. 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
g. 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;
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.
Page 1-22 2021 Standard Specifications M 41-10
1-02 Bid Procedures and Conditions
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.
2021 Standard Specifications M 41-10 Page 1-23
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) Identical Bid Totals
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.
Page 1-24 2021 Standard Specifications M 41-10
1-03 Award and Execution of Contract
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.
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, a satisfactory bond as required by law and Section 1-03.4, the Transfer
of Coverage form for the Construction Stormwater General Permit with sections I, III,
and VIII completed when provided, and shall be registered as a contractor in the state of
Washington.
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;
4. Be conditioned upon the payment of taxes, increases, and penalties incurred on the
project under titles 50, 51, and 82 RCW; and
5. 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
2021 Standard Specifications M 41-10 Page 1-25
Award and Execution of Contract 1-03
b. Of the Contractor (or the Subcontractors or lower tier subcontractors of
the Contractor) to pay all laborers, mechanics, Subcontractors, lower tier
subcontractors, material person, 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, or failure to register as a contractor in the state of Washington, or failure
to return the completed Transfer of Coverage for the Construction Stormwater General
Permit to the Contracting Agency when provided 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.
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.
Page 1-26 2021 Standard Specifications M 41-10
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, and 6; 2 presiding over 3, 4, 5, and 6; and
so forth):
1. Addenda,
2. Proposal Form,
3. Special Provisions,
4. Contract Plans,
5. Standard Specifications, and
6. Standard Plans.
On the Contract Plans, Working Drawings, and Standard Plans, figured dimensions shall
take precedence over scaled dimensions.
2021 Standard Specifications M 41-10 Page 1-27
Scope of the Work 1-04
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.
Whenever reference is made in these Specifications or the Special Provisions to codes,
rules, specifications, and standards, the reference shall be construed to mean the code,
rule, specification, or standard that is in effect on the Bid advertisement date, unless
otherwise stated or as required by law.
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 Reference Information
Reference Information provided to the Contractor is not part of the Contract. The
Contracting Agency does not guarantee the accuracy of the Reference Information and
is not responsible for the content of the Reference Information in any manner. Any use
of Reference Information by the Contractor is done solely at the Contractor’s risk. If a
document that is provided as reference information contains material also included as
a part of the Contract, that portion of the document shall be considered a part of the
Contract and not as Reference Information.
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.
Page 1-28 2021 Standard Specifications M 41-10
1-04 Scope of 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 1-09.4.
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.
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 Engineer before actually receiving the written change order.
Within 14 calendar days of delivery of the change order the contractor shall endorse
and return the change order, request an extension of time for endorsement or respond
in accordance with Section 1-04.5. The Contracting Agency may unilaterally process
the change order if the Contractor fails to comply with these requirements. Changes
2021 Standard Specifications M 41-10 Page 1-29
Scope of the Work 1-04
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.
1-04.4(1) Minor Changes
Payments or credits for changes amounting to $25,000 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.
1-04.4(2) Value Engineering Change Proposal (VECP)
1-04.4(2)A General
A VECP is a Contractor proposed change to the Contract Provisions which will accomplish
the projects functional requirements in a manner that is equal to or better than the
requirements in the Contract. The VECP may be: (1) at a less cost or time, or (2) either no
cost savings or a minor increase in cost with a reduction in Contract time. The net savings
or added costs to the Contract Work are shared by the Contractor and Contracting
Agency.
The Contractor may submit a VECP for changing the Plans, Specifications, or other
requirements of the Contract. The Engineer’s decision to accept or reject all or part of the
proposal is final and not subject to arbitration under the arbitration clause or otherwise
subject to litigation.
The VECP shall meet all of the following:
1. Not adversely affect the long term life cycle costs.
2. Not adversely impact the ability to perform maintenance.
3. Provide the required safety and appearance.
4. Provide substitution for deleted or reduced Condition of Award Work, Apprentice
Utilization and Training.
Page 1-30 2021 Standard Specifications M 41-10
1-04 Scope of the Work
VECPs that provide a time reduction shall meet the following requirements:
1. Time saving is a direct result of the VECP.
2. Liquidated damages penalties are not used to calculate savings.
3. Administrative/overhead cost savings experienced by either the Contractor or
Contracting Agency as a result of time reduction accrue to each party and are not
used to calculate savings.
1-04.4(2)B VECP Savings
1-04.4(2)B1 Proposal Savings
The incentive payment to the Contractor shall be one-half of the net savings of the
proposal calculated as follows:
1. (gross cost of deleted work) – (gross cost of added work) = (gross savings)
2. (gross savings) – (Contractor’s engineering costs) – (Contracting Agency’s costs) =
(net savings)
3. (net savings) / 2 = (incentive pay)
The Contracting Agency’s costs shall be the actual consultant costs billed to the
Contracting Agency and in-house costs. Costs for personnel assigned to the Engineer’s
office shall not be included.
1-04.4(2)B2 Added Costs to Achieve Time Savings
The cost to achieve the time savings shall be calculated as follows:
1. (cost of added work) + (Contractor’s engineering costs - Contracting Agency’s
engineering costs) = (cost to achieve time savings)
2. (cost to achieve time savings) / 2 = (Contracting Agency’s share of added cost)
If the timesaving proposal also involves deleting work and, as a result, creates a savings
for the Contracting Agency, then the Contractor shall also receive one-half of the savings
realized through the deletion.
1-04.4(2)C VECP Approval
1-04.4(2)C1 Concept Approval
The Contractor shall submit a written proposal to the Engineer for consideration. The
proposal shall contain the following information:
1. An explanation outlining the benefit provided by the change(s).
2. A narrative description of the proposed change(s). If applicable, the discussion
shall include a demonstration of functional equivalency or a description of how the
proposal meets the original contract scope of work.
2021 Standard Specifications M 41-10 Page 1-31
Scope of the Work 1-04
3. A cost discussion estimating any net savings. Savings estimates will generally follow
the outline below under the section, “Proposal Savings”.
4. A statement providing the Contracting Agency with the right to use all or any part of
the proposal on future projects without future obligation or compensation.
5. A statement acknowledging and agreeing that the Engineer’s decision to accept
or reject all or part of the proposal is final and not subject to arbitration under the
arbitration clause or otherwise be subject to claims or disputes.
6. A statement giving the dates the Engineer must make a decision to accept or reject
the conceptual proposal, the date that approval to proceed must be received, and
the date the work must begin in order to not delay the contract. If the Contracting
Agency does not approve the VECP by the date specified by the Contractor in their
proposal the VECP will be deemed rejected.
7. The submittal will include an analysis on other Work that may have costs that
changed as a result of the VECP. Traffic control and erosion control shall both be
included in addition to any other impacted Work.
After review of the proposal, the Engineer will respond in writing with acceptance or
rejection of the concept. This acceptance shall not be construed as authority to proceed
with any change contract work. Concept approval allows the Contractor to proceed with
the Work needed to develop final plans and other information to receive formal approval
and to support preparation of a change order.
1-04.4(2)C2 Formal Approval
The Contractor’s submittal to the Engineer for formal approval shall include the following:
1. Deleted Work – Include the calculated quantities of unit price Work to be deleted.
Include the proposed partial prices for portions of lump sum Work deleted. For
deletion of force account items include the time and material estimates.
2. Added Work – Include the calculated quantities of unit price Work to be added,
either by original unit Contract prices or by new, negotiated unit prices. For new
items of Work include the quantities and proposed prices.
3. Contractor’s Engineering Costs – Submit the labor costs for the engineering to
develop the proposal; costs for Contractor employees utilized in contract operations
on a regular basis shall not be included.
4. Schedule Analysis – If the VECP is related to time savings, the Contractor shall
submit a partial progress schedule showing the changed Work. The submittal shall
also include a discussion comparing the partial progress schedule with the approved
progress schedule for the project.
5. Working Drawings – Type 3 Working Drawings shall be submitted; those drawings
which require engineering shall be a Type 3E.
Page 1-32 2021 Standard Specifications M 41-10
1-04 Scope of the Work
Formal approval of the proposal will be documented by issuance of a change order. The
VECP change order will contain the following statements which the Contractor agrees to
by signing the change order:
1. The Contractor accepts design risk of all features, both temporary and permanent, of
the changed Work.
2. The Contractor accepts risk of constructability of the changed Work.
3. The Contractor provides the Contracting Agency with the right to use all or any part
of the proposal on future projects without further obligation or compensation.
VECP change orders will contain separate pay items for the items that are applicable to
the Proposal. These are as follows:
1. Deleted Work.
2. Added Work.
3. The Contractor’s engineering costs, reimbursed at 100 percent of the Contractor’s
cost.
4. Incentive payment to the Contractor.
When added Work costs exceed Deleted Work costs, but time savings make a viable
proposal, then items 3 and 4 above are replaced with the following:
3. The Contracting Agency’s share of added cost to achieve time savings.
4. The Contractor’s share of savings from deleted Work.
1-04.4(2)C3 Authority to Proceed with Changed Work
The authority for the Contractor to proceed with the VECP Work will be provided by one
of the following options:
1. Execution of the VECP change order, or
2. At the Contractor’s request the Contracting Agency may provide approval by letter
from the Engineer for the Work to proceed prior to execution of a change order. All
of the risk for proceeding with the VECP shall be the responsibility of the Contractor.
Additionally, the following criteria are required to have been met:
a. Concept approval has been granted by the Contracting Agency.
b. All design reviews and approvals have been completed, including plans and
specifications.
c. The Contractor has guaranteed, in writing, the minimum savings to the
Contracting Agency.
2021 Standard Specifications M 41-10 Page 1-33
Scope of the Work 1-04
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, (3) not responding within the allotted time as outlined in Section
1-04.4, or (4) 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:
1. Immediately give a signed written notice of protest to the Engineer or the 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;
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 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
Page 1-34 2021 Standard Specifications M 41-10
1-04 Scope of the Work
(including any additional information requested by the 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 Sections 1-04.5 and 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.
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.
2021 Standard Specifications M 41-10 Page 1-35
Scope of the Work 1-04
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.
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.
Page 1-36 2021 Standard Specifications M 41-10
1-04 Scope of the Work
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 Sections 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.
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.
2021 Standard Specifications M 41-10 Page 1-37
Scope of the Work 1-04
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.
Page 1-38 2021 Standard Specifications M 41-10
1-05 Control of Work
1-05 Control of Work
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 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 Engineer represents the Contracting Agency with full authority to enforce Contract
requirements. If the Contractor fails to respond promptly to the requirements of the
Contract or orders from the Engineer:
1. The 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 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.
2021 Standard Specifications M 41-10 Page 1-39
Control of Work 1-05
1-05.2 Authority of Assistants and Inspectors
The 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 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
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 Engineer or the
assistants or Inspectors to advise the Contractor does not constitute acceptance or
approval.
1-05.3 Working Drawings
The Contract may require the Contractor to submit Working Drawings for the
performance of the work. Working Drawings shall be submitted by the Contractor
electronically to the Engineer in PDF format; drawing details shall be prepared in
accordance with conventional detailing practices. If the PDF format is found to be
unacceptable, at the request of the Engineer, the Contractor shall provide paper copies of
the Working Drawings with drawings on 11 by 17 inch sheets and calculations/text on 8½
by 11 inch sheets.
Working Drawings will be classified under the following categories:
1. Type 1 – Submitted for Contracting Agency information. Submittal must be received
by the Contracting Agency a minimum of 7 calendar days before Work represented
by the submittal begins.
2. Type 2 – Submitted for Contracting Agency review and comment. Unless otherwise
stated in the Contract, the Engineer will require up to 20 calendar days from the
date the Working Drawing is received until it is returned to the Contractor. The
Contractor shall not proceed with the Work represented by the Working Drawing
until comments from the Engineer have been addressed.
3. Type 2E – Same as a Type 2 Working Drawing with Engineering as described below.
4. Type 3 – Submitted for Contracting Agency review and approval. Unless otherwise
stated in the Contract, the Engineer will require up to 30 calendar days from the
date the Working Drawing is received until it is returned to the Contractor. The
Contractor shall obtain the Engineer’s written approval before proceeding with the
Work represented by the Working Drawing.
5. Type 3E – Same as a Type 3 Working Drawing with Engineering as described below.
Page 1-40 2021 Standard Specifications M 41-10
1-05 Control of Work
All Working Drawings shall be considered Type 3 Working Drawings except as specifically
noted otherwise in the Contract. Unless designated otherwise by the Contractor,
submittals of Working Drawings will be reviewed in the order they are received by the
Engineer. In the event that several Working Drawings are received simultaneously, the
Contractor shall specify the sequence in which they are to be reviewed. If the Contractor
does not submit a review sequence for simultaneous Working Drawing submittals, the
review sequence will be at the Engineer’s discretion.
Working Drawings requiring Engineering, Type 2E and 3E, shall be prepared by (or
under the direction of) a Professional Engineer, licensed under Title 18 RCW, State of
Washington, and in accordance with WAC 196-23-020. Design calculations shall carry the
Professional Engineer’s signature and seal, date of signature, and registration number on
the cover page. The cover page shall also include the Contract number, Contract title and
sequential index to calculation page numbers.
If more than the specified number of calendar days is required for the Engineer’s review of
any individual Working Drawing or resubmittal, an extension of time will be considered in
accordance with Section 1-08.8.
Review or approval of Working Drawings 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 rejection or nonapproval of Working Drawings.
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.
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
2021 Standard Specifications M 41-10 Page 1-41
Control of Work 1-05
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 3 working days before
the Engineer needs to begin the staking operation.
1-05.5 Tolerances
Geometrical tolerances shall be measured from the points, lines, and surfaces defined in
Contract documents.
A plus (+) tolerance increases the amount or dimension to which it applies, or raises a
deviation from level. A minus (-) tolerance decreases the amount or dimension to which it
applies, or lowers a deviation from level. Where only one signed tolerance is specified (+
or -), there is no specified tolerance in the opposing direction.
Tolerances shall not be cumulative. The most restrictive tolerance shall control.
Tolerances shall not extend the Work beyond the Right of Way or other legal boundaries
identified in the Contract documents. If application of tolerances causes the extension of
the Work beyond the Right of Way or legal boundaries, the tolerance shall be reduced for
that specific instance.
Tolerances shall not violate other Contract requirements. If application of tolerances
causes the Work to violate other Contract requirements, the tolerance shall be reduced
for that specific instance. If application of tolerances causes conflicts with other
components or aspects of the Work, the tolerance shall be reduced for that specific
instance.
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
Page 1-42 2021 Standard Specifications M 41-10
1-05 Control of Work
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:
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.
2021 Standard Specifications M 41-10 Page 1-43
Control of Work 1-05
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
Prior to mobilizing equipment on site, the Contractor shall thoroughly remove all loose
dirt and vegetative debris from drive mechanisms, wheels, tires, tracks, buckets and
undercarriage. The Engineer will reject equipment from the site until it returns clean.
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.
Upon completion of the Work, the Contractor shall completely remove all loose dirt and
vegetative debris from equipment before removing it from the job site.
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.
Page 1-44 2021 Standard Specifications M 41-10
1-05 Control of Work
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.
2021 Standard Specifications M 41-10 Page 1-45
Control of Work 1-05
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.
1-05.13(1) Emergency Contact List
The Contractor shall submit an Emergency Contact List to the Engineer no later than
5 calendar days after the date the Contract is executed. The list shall include, at a
minimum, the Contractor’s Project Manager, or equivalent, the Contractor’s Project
Superintendent, the Erosion and Sediment Control (ESC) Lead, and the Traffic Control
Supervisor. The list shall identify a representative with delegated authority to act as the
emergency contact on behalf of the 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.
Page 1-46 2021 Standard Specifications M 41-10
1-05 Control of Work
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 Engineer.
2021 Standard Specifications M 41-10 Page 1-47
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 online at www.wsdot.wa.gov/business/materialslab/QPL.htm.
Page 1-48 2021 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 Form 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 database contains the results of WSDOT preliminary testing of aggregate
sources as well as the results pertaining to the review of the aggregate source Quality
Control Programs. Aggregate sources evaluated after January 1, 2021 shall have Quality
Control Program compliant with QC 11 and QC 12.
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. The ASA database can
be accessed online at the agency website.
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 and all cost for the sampling and testing will be
deducted from the Contract.
The Contractor agrees to authorize the Engineer to deduct the sampling and testing costs
from any money due or coming due to the Contractor.
Regardless of the status of the source, whether listed or not listed in the ASA database
the source owner may be asked to provide testing results for toxicity in accordance with
Section 9-03.21(1).
2021 Standard Specifications M 41-10 Page 1-49
Control of Material 1-06
1-06.1(4) Fabrication Inspection Expense
In the event the Contractor elects to have items fabricated beyond 300 miles from
Seattle, Washington, the Contracting Agency will deduct from monies due or that
may become due to the Contractor all costs to perform plant approval and fabrication
acceptance inspection for the items listed in Table 1 and costs for initial plant approval
for items listed in Table 2. Plants currently listed on the QPL for the items shown in
Table 1 and Table 2 in this section do not require plant approval.
Table 1 Items Requiring Plant Approval and Fabrication Acceptance
Inspection
• Anchor Bolts (ASTM A449 & F1554
Grade 105)
• Bridge Bearings (Cylindrical, Disc, Fabric Pad,
Low Rise, Pin, Pendulum, and Spherical)
• Cattle Guards
• Coated Piling and Casing
• Epoxy-Coated Reinforcing Steel
• Fabricated/Welded Miscellaneous Metal
Drainage Items: Grate Inlets, and Drop Inlets
• Longitudinal Seismic Restrainers
• Metal Bridge Railing and Handrail
• Metal Castings for Concrete Drainage,
electrical, and Utility Items
• Modular Expansion Joints
• Paint & Powder Coating Facilities for Table
1 items
• Precast Concrete Bridge Deck Panels
• Precast Concrete Catch Basins, Manholes,
Inlets, Drywells, and Risers
• Precast Concrete Drain, Perforated
Underdrain, Culvert, Storm Sewer, and
Sanitary Sewer Pipe
• Precast Concrete Floor Panels
• Precast Concrete Junction Boxes, Pull Boxes,
Cable Vaults
• Precast Concrete Marine Pier Deck Panels
• Precast Concrete Pier Caps
• Precast Concrete Retaining Walls, including
Lagging Panels
• Precast Concrete Roof Panels
• Precast Concrete Structural Earth Walls,
Noise Barrier Walls, Wall Panels, and Wall
Stem Panels
• Precast Concrete Traffic Barrier
• Precast Concrete Vaults (Electrical, Utility,
Drainage, etc.)
• Precast Concrete Girders and Precast Bridge
Components
• Prestressed Concrete Girders
• Prestressed Concrete Panels
• Precast Reinforced Concrete Box Culverts
• Precast Reinforced Concrete Split Box
Culverts
• Precast Reinforced Concrete Three Sided
Structures
• Prestressed Concrete Piles
• Retrofit Guardrail Posts with Welded Base
Plates
• Signal Standards
• Signing Material
• Sign Structures – Cantilever, Sign Bridge, and
Bridge Mounted, Roadside Type PLT/PLU
• Soldier Piles
• Steel Bridges and Steel Bridge Components
• Steel Column Jackets
• Steel Light Standards, and High Mast Light
Poles
• Strip Seal Expansion Joints
• Structural Steel for Ferry Terminal Berthing,
Pedestrian and Vehicle Loading Structures
• Timber Bridges
• Treated Timber and Lumber 6 inch by 6 inch
or larger
• Welded Structural Steel (Miscellaneous)
Page 1-50 2021 Standard Specifications M 41-10
1-06 Control of Material
Table 2 Items Requiring Initial Plant Approval Only
• Epoxy Coating of Dowels and Tiebars for
Concrete Pavement
• Guardrail Posts and Blocks
• Precast Concrete Blocks for Structural Earth
Walls
• Steel Pipe Piling
The deductions for fabrication inspection costs will be as shown in the Payment Table
below.
Zone Place of Fabrication or Inspection Site Reduction in Payment
1 Within 300 airline miles from Seattle None*
2 Between 300 and 3,000 airline miles from
Seattle
$700.00 per inspection day**
3 Over 3,000 airline miles from Seattle $1,000 per inspection day,**
but not less than $2,500 per trip
*Fabrication inspection expense does not apply for initial acceptance inspection in Zone 1. Re-inspection of
items due to unacceptable workmanship or scheduling errors made by the Contractor, fabricator, or facility
applying protective coatings will be assessed at $60.00 per hour but not less than $120.00 per inspection.
**An inspection day includes any calendar day or portion of a calendar day spent by one inspector
inspecting, on standby, or traveling to and from, a place of fabrication. An additional cost per inspection
day will be assessed for each additional inspector. Reimbursement will be assessed at $280.00 per day for
weekends and holidays for each on site inspector in travel status, but not engaged in inspection or travel
activities when fabrication activities are not taking place.
Where fabrication of an item takes place in more than one zone, the reduction in payment
will be computed on the basis of the entire item being fabricated in the farthest of zones
where any fabrication takes place on that item.
The rates for Zones 2 and 3 shall be applied for the full duration of time for all fabrication
inspection activities, to include, but not be limited to: plant approvals, prefabrication
meetings, fabrication, coatings, and final inspection. When an inspection is for more
than one Contract the fabrication inspection costs shall be prorated as determined by
the Engineer.
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.
2021 Standard Specifications M 41-10 Page 1-51
Control of Material 1-06
The 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 describe 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 WSDOT Materials Manual M 46-01, 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 WSDOT Materials Manual M 46-01 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.
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.
Page 1-52 2021 Standard Specifications M 41-10
1-06 Control of Material
Table 1 Estimated percent of Work Within Specification Limits
Estimated
percent Within
Specification
Limits
(PU or PL)
Upper Quality Index QU or Lower Quality Index QL
n=3 n=4 n=5 n=6 n=7 n=8 n=9
n=10
to
n=11
n=12
to
n=14
n=15
to
n=17
n=18
to
n=22
n=23
to
n=29
n=30
to
n=42
n=43
to
n=66
n=67
to
∞
100
99
98
97
96
95
1.16
1.15
1.14
1.49
1.46
1.43
1.40
1.37
1.34
1.72
1.64
1.58
1.52
1.47
1.42
1.88
1.75
1.66
1.59
1.52
1.47
1.99
1.82
1.72
1.63
1.56
1.49
2.07
1.88
1.75
1.66
1.58
1.51
2.13
1.91
1.78
1.68
1.60
1.52
2.20
1.96
1.81
1.71
1.62
1.54
2.28
2.01
1.84
1.73
1.64
1.55
2.34
2.04
1.87
1.75
1.65
1.56
2.39
2.07
1.89
1.76
1.66
1.57
2.44
2.09
1.91
1.78
1.67
1.58
2.48
2.12
1.93
1.79
1.68
1.59
2.51
2.14
1.94
1.80
1.69
1.59
2.56
2.16
1.95
1.81
1.70
1.60
94
93
92
91
90
1.13
1.12
1.11
1.10
1.31
1.28
1.25
1.22
1.19
1.38
1.33
1.29
1.25
1.21
1.41
1.36
1.31
1.27
1.23
1.43
1.38
1.33
1.28
1.23
1.45
1.39
1.33
1.28
1.24
1.46
1.40
1.34
1.29
1.24
1.47
1.41
1.35
1.29
1.24
1.48
1.41
1.35
1.30
1.25
1.49
1.42
1.36
1.30
1.25
1.50
1.43
1.36
1.30
1.25
1.50
1.43
1.37
1.31
1.25
1.51
1.44
1.37
1.31
1.25
1.51
1.44
1.37
1.31
1.26
1.52
1.44
1.38
1.31
1.26
89
88
87
86
85
1.09
1.07
1.06
1.04
1.03
1.16
1.13
1.10
1.07
1.04
1.18
1.14
1.10
1.07
1.03
1.18
1.14
1.10
1.07
1.03
1.19
1.15
1.10
1.07
1.03
1.19
1.15
1.10
1.06
1.03
1.19
1.15
1.10
1.06
1.02
1.19
1.15
1.10
1.06
1.02
1.20
1.15
1.11
1.06
1.02
1.20
1.15
1.11
1.06
1.02
1.20
1.15
1.11
1.06
1.02
1.20
1.15
1.11
1.06
1.02
1.20
1.15
1.11
1.06
1.02
1.20
1.15
1.11
1.06
1.02
1.20
1.15
1.11
1.06
1.02
84
83
82
81
80
1.01
0.99
0.97
0.95
0.93
1.01
0.98
0.95
0.92
0.89
1.00
0.97
0.93
0.90
0.87
0.99
0.96
0.92
0.89
0.86
0.99
0.95
0.92
0.88
0.85
0.99
0.95
0.92
0.88
0.85
0.99
0.95
0.91
0.88
0.84
0.98
0.95
0.91
0.87
0.84
0.98
0.94
0.91
0.87
0.84
0.98
0.94
0.91
0.87
0.83
0.98
0.94
0.90
0.87
0.83
0.98
0.94
0.90
0.87
0.83
0.98
0.94
0.90
0.87
0.83
0.98
0.94
0.90
0.87
0.83
0.98
0.94
0.90
0.87
0.83
79
78
77
76
75
0.91
0.88
0.86
0.83
0.81
0.86
0.83
0.80
0.77
0.74
0.84
0.81
0.77
0.74
0.71
0.82
0.79
0.76
0.73
0.70
0.82
0.79
0.75
0.72
0.69
0.81
0.78
0.75
0.72
0.69
0.81
0.78
0.74
0.71
0.68
0.81
0.77
0.74
0.71
0.68
0.80
0.77
0.74
0.70
0.67
0.80
0.77
0.73
0.70
0.67
0.80
0.76
0.73
0.70
0.67
0.80
0.76
0.73
0.70
0.67
0.80
0.76
0.73
0.70
0.67
0.80
0.76
0.73
0.70
0.67
0.79
0.76
0.73
0.70
0.66
74
73
72
71
70
0.78
0.75
0.73
0.70
0.67
0.71
0.68
0.65
0.62
0.59
0.68
0.65
0.62
0.59
0.56
0.67
0.64
0.61
0.58
0.55
0.67
0.63
0.60
0.57
0.54
0.65
0.62
0.59
0.57
0.54
0.65
0.62
0.59
0.56
0.53
0.65
0.62
0.59
0.56
0.53
0.64
0.61
0.58
0.55
0.52
0.64
0.61
0.58
0.55
0.52
0.64
0.61
0.58
0.55
0.52
0.64
0.61
0.58
0.55
0.52
0.64
0.61
0.58
0.55
0.52
0.64
0.61
0.58
0.55
0.52
0.63
0.60
0.57
0.54
0.52
69
68
67
66
65
0.64
0.61
0.58
0.55
0.51
0.56
0.53
0.50
0.47
0.44
0.53
0.50
0.47
0.45
0.42
0.52
0.49
0.46
0.43
0.40
0.51
0.48
0.45
0.43
0.40
0.51
0.48
0.45
0.42
0.39
0.50
0.48
0.45
0.42
0.39
0.50
0.47
0.44
0.42
0.39
0.50
0.47
0.44
0.41
0.38
0.49
0.47
0.44
0.41
0.38
0.49
0.46
0.44
0.41
0.38
0.49
0.46
0.43
0.41
0.38
0.49
0.46
0.43
0.41
0.38
0.49
0.46
0.43
0.41
0.38
0.49
0.46
0.43
0.40
0.38
64
63
62
61
60
0.48
0.45
0.41
0.38
0.34
0.41
0.38
0.35
0.30
0.28
0.39
0.36
0.33
0.30
0.28
0.38
0.35
0.32
0.30
0.25
0.37
0.34
0.32
0.29
0.25
0.37
0.34
0.31
0.28
0.25
0.36
0.34
0.31
0.28
0.25
0.36
0.33
0.31
0.28
0.25
0.36
0.33
0.30
0.28
0.25
0.36
0.33
0.30
0.28
0.25
0.35
0.33
0.30
0.28
0.25
0.35
0.33
0.30
0.28
0.25
0.35
0.33
0.30
0.28
0.25
0.35
0.33
0.30
0.28
0.25
0.35
0.32
0.30
0.28
0.25
59
58
57
56
55
0.31
0.30
0.25
0.20
0.18
0.27
0.25
0.20
0.18
0.15
0.25
0.23
0.18
0.16
0.13
0.23
0.20
0.18
0.15
0.13
0.23
0.20
0.18
0.15
0.13
0.23
0.20
0.18
0.15
0.13
0.23
0.20
0.18
0.15
0.13
0.23
0.20
0.18
0.15
0.13
0.23
0.20
0.18
0.15
0.13
0.23
0.20
0.18
0.15
0.13
0.23
0.20
0.18
0.15
0.13
0.23
0.20
0.18
0.15
0.13
0.23
0.20
0.18
0.15
0.13
0.23
0.20
0.18
0.15
0.13
0.23
0.20
0.18
0.15
0.13
54
53
52
51
50
0.15
0.10
0.08
0.05
0.00
0.13
0.10
0.05
0.03
0.00
0.10
0.08
0.05
0.03
0.00
0.10
0.08
0.05
0.03
0.00
0.10
0.08
0.05
0.03
0.00
0.10
0.08
0.05
0.03
0.00
0.10
0.08
0.05
0.03
0.00
0.10
0.08
0.05
0.03
0.00
0.10
0.08
0.05
0.03
0.00
0.10
0.08
0.05
0.03
0.00
0.10
0.08
0.05
0.03
0.00
0.10
0.08
0.05
0.03
0.00
0.10
0.08
0.05
0.03
0.00
0.10
0.08
0.05
0.03
0.00
0.10
0.08
0.05
0.03
0.00
2021 Standard Specifications M 41-10 Page 1-53
Control of Material 1-06
Table 2 Pay Factors
Pay Factor
Required Quality Level for a Given Sample Size (n) and a Given Pay Factor
n=3 n=4 n=5 n=6 n=7 n=8 n=9
n=10
to
n=11
n=12
to
n=14
n=15
to
n=17
n=18
to
n=22
n=23
to
n=29
n=30
to
n=42
n=43
to
n=66
n=67
to
∞
1.05
1.04
1.03
1.02
1.01 100 100 100
100
99
98
100
98
97
95
100
99
96
94
92
100
97
94
91
89
100
95
92
89
87
100
96
93
90
88
100
96
93
91
89
100
96
94
92
90
100
97
95
93
91
100
97
95
93
92
100
97
96
94
92
100
97
96
94
93
1.00
0.99
0.98
0.97
0.96
69
66
64
63
61
75
72
70
68
67
78
76
74
72
70
80
78
76
74
72
82
80
78
76
74
83
81
79
77
75
84
82
80
78
76
85
83
81
79
78
86
84
82
81
79
87
85
84
82
81
88
86
85
83
82
89
87
86
84
83
90
89
87
86
84
91
90
88
87
86
92
91
90
88
87
0.95
0.94
0.93
0.92
0.91
59
58
57
55
54
65
63
62
60
59
68
67
65
63
62
71
69
67
66
64
72
71
69
68
66
74
72
71
69
68
75
73
72
70
69
76
75
73
72
70
78
76
75
73
72
79
78
76
75
74
80
79
78
76
75
82
80
79
78
76
83
82
80
79
78
84
83
82
81
79
86
85
84
82
81
0.90
0.89
0.88
0.87
0.86
53
51
50
49
48
57
56
55
53
52
61
59
58
57
55
63
62
60
59
58
65
63
62
61
59
66
65
64
62
61
67
66
65
63
62
69
68
66
65
64
71
69
68
67
66
72
71
70
68
67
74
72
71
70
69
75
74
73
71
70
77
75
74
73
72
78
77
76
75
74
80
79
78
77
76
0.85
0.84
0.83
0.82
0.81
46
45
44
43
41
51
49
48
47
46
54
53
51
50
49
56
55
54
53
51
58
57
56
54
53
60
58
57
56
55
61
60
58
57
56
62
61
60
59
58
64
63
62
61
59
66
65
64
62
61
67
66
65
64
63
69
68
67
66
64
71
70
69
67
66
72
71
70
69
68
75
73
72
71
70
0.80
0.79
0.78
0.77
0.76
0.75
40
39
38
36
35
33
44
43
42
41
39
38
48
46
45
44
43
42
50
49
48
46
45
44
52
51
50
48
47
46
54
52
51
50
49
48
55
54
52
51
50
49
56
55
54
53
52
51
58
57
56
55
54
53
60
59
58
57
56
54
62
61
59
58
57
56
63
62
61
60
59
58
65
64
63
62
61
60
67
66
65
64
63
62
69
68
67
66
65
64
RE JECT Values Less Than Those Shown Above
Reject Quality Levels Less Than Those Specified for a 0.75 Pay Factor
Note:
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.
Page 1-54 2021 Standard Specifications M 41-10
1-06 Control of Material
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 three 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 three 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.
2021 Standard Specifications M 41-10 Page 1-55
Control of Material 1-06
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
For HMA mixture:
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)
For HMA compaction:
x = individual test value
LSL = the value specified in Section 5-04.3(10)C3
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, other than
HMA compaction, are as follows:
1. Determine the arithmetic mean, Xm, for each specified material constituent:1-06.2(2)D4 Quality Level Calculation
X"=Σxn
S =nΣx (− Σx (n n −1 ,(
Q.=USL −X"S
Q1 =X"−LSLS CPF =f,PF,+f(PF(+⋯+f8 PF8Σf8i=1 to j
1-06.2(2)D5 Quality Level Calculation – HMA Compaction
X"=Σxn
S =nΣx (− Σx (n n −1 ,(
Q1 =X"−LSLS
Where:
∑ = summation of x
n = total number test values
Page 1-56 2021 Standard Specifications M 41-10
1-06 Control of Material
2. Compute the sample standard deviation, “S”, for each constituent:
1-06.2(2)D4 Quality Level Calculation
X"=Σxn
S =nΣx (− Σx (n n −1 ,(
Q.=USL −X"S
Q1 =X"−LSLS CPF =f,PF,+f(PF(+⋯+f8 PF8Σf8i=1 to j
1-06.2(2)D5 Quality Level Calculation – HMA Compaction
X"=Σxn
S =nΣx (− Σx (n n −1 ,(
Q1 =X"−LSLS
Where:
1-06.2(2)D4 Quality Level Calculation
X"=Σxn
S =nΣx (− Σx (n n −1 ,(
Q.=USL −X"S
Q1 =X"−LSLS CPF =f,PF,+f(PF(+⋯+f8 PF8Σf8i=1 to j
1-06.2(2)D5 Quality Level Calculation – HMA Compaction
X"=Σxn
S =nΣx (− Σx (n n −1 ,(
Q1 =X"−LSLS
= summation of the squares of individual test values
1-06.2(2)D4 Quality Level Calculation
X "=Σxn
S =nΣx(− Σx (n n −1 ,(
Q .=USL −X"S
Q 1 =X"−LSLS CPF =f,PF,+f(PF(+⋯+f8 PF8Σf8i=1 to j
1-06.2(2)D5 Quality Level Calculation – HMA Compaction
X "=Σxn
S =nΣx(− Σx (n n −1 ,(
Q 1 =X"−LSLS
= summation of the individual test values squared
3. Compute the upper quality index, (QU), for each constituent:
1-06.2(2)D4 Quality Level Calculation
X"=Σxn
S =nΣx (− Σx (n n −1 ,(
Q.=USL −X"S
Q1 =X"−LSLS CPF =f,PF,+f(PF(+⋯+f8 PF8Σf8i=1 to j
1-06.2(2)D5 Quality Level Calculation – HMA Compaction
X"=Σxn
S =nΣx (− Σx (n n −1 ,(
Q1 =X"−LSLS
4. Compute the lower quality index, (QL), for each constituent:
1-06.2(2)D4 Quality Level Calculation
X"=Σxn
S =nΣx (− Σx (n n −1 ,(
Q.=USL −X"S
Q1 =X"−LSLS CPF =f,PF,+f(PF(+⋯+f8 PF8Σf8i=1 to j
1-06.2(2)D5 Quality Level Calculation – HMA Compaction
X"=Σxn
S =nΣx (− Σx (n n −1 ,(
Q1 =X"−LSLS
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)D4 Quality Level Calculation
X "=Σxn
S =nΣx(− Σx (n n −1 ,(
Q.=USL −X"S
Q1 =X"−LSLS CPF =f,PF,+f(PF(+⋯+f8 PF8Σf8i=1 to j
1-06.2(2)D5 Quality Level Calculation – HMA Compaction
X "=Σxn
S =nΣx(− Σx (n n −1 ,(
Q1 =X"−LSLS
1-06.2(2)D4 Quality Level Calculation
X "=Σxn
S =nΣx(− Σx (n n −1 ,(
Q.=USL −X"S
Q1 =X"−LSLS CPF =f,PF,+f(PF(+⋯+f8 PF8Σf8i=1 to j
1-06.2(2)D5 Quality Level Calculation – HMA Compaction
X "=Σxn
S =nΣx(− Σx (n n −1 ,(
Q1 =X"−LSLS
Where:
fi = price adjustment factor listed in these Specifications for the applicable material
j = number of constituents being evaluated
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
2021 Standard Specifications M 41-10 Page 1-57
Control of Material 1-06
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 Engineer all owners manuals and operating instructions
furnished by the equipment or material manufacturer.
1-06.6 Recycled Materials
The Contractor shall make their best effort to utilize recycled materials in the construction
of the project; the use of recycled concrete aggregate as specified in Section 1-06.6(1)A is
a requirement of the Contract.
The Contractor shall submit a Recycled Material Utilization Plan on WSDOT Form
350-075A within 30 calendar days after the Contract is executed. The plan shall provide
2. Compute the sample standard deviation, “S”, for each constituent:
1-06.2(2)D4 Quality Level Calculation
X"=Σxn
S=nΣx(− Σx(nn−1,(
Q.=USL−X"S
Q1=X"−LSLS CPF=f,PF,+f(PF(+⋯+f8PF8Σf8i=1 to j
1-06.2(2)D5 Quality Level Calculation – HMA Compaction
X"=Σxn
S=nΣx(− Σx(nn−1,(
Q1=X"−LSLS
Where:
1-06.2(2)D4 Quality Level Calculation
X"=Σxn
S=nΣx(− Σx(nn−1,(
Q.=USL−X"S
Q1=X"−LSLS CPF=f,PF,+f(PF(+⋯+f8PF8Σf8i=1 to j
1-06.2(2)D5 Quality Level Calculation – HMA Compaction
X"=Σxn
S=nΣx(− Σx(nn−1,(
Q1=X"−LSLS
= summation of the squares of individual test values
1-06.2(2)D4 Quality Level Calculation
X"=Σxn
S=nΣx(− Σx(nn−1,(
Q.=USL−X"S
Q1=X"−LSLS CPF=f,PF,+f(PF(+⋯+f8PF8Σf8i=1 to j
1-06.2(2)D5 Quality Level Calculation – HMA Compaction
X"=Σxn
S=nΣx(− Σx(nn−1,(
Q1=X"−LSLS
= summation of the individual test values squared
3. Compute the upper quality index, (QU), for each constituent:
1-06.2(2)D4 Quality Level Calculation
X"=Σxn
S=nΣx(− Σx(nn−1,(
Q.=USL−X"S
Q1=X"−LSLS CPF=f,PF,+f(PF(+⋯+f8PF8Σf8i=1 to j
1-06.2(2)D5 Quality Level Calculation – HMA Compaction
X"=Σxn
S=nΣx(− Σx(nn−1,(
Q1=X"−LSLS
4. Compute the lower quality index, (QL), for each constituent:
1-06.2(2)D4 Quality Level Calculation
X"=Σxn
S=nΣx(− Σx(nn−1,(
Q.=USL−X"S
Q1=X"−LSLS CPF=f,PF,+f(PF(+⋯+f8PF8Σf8i=1 to j
1-06.2(2)D5 Quality Level Calculation – HMA Compaction
X"=Σxn
S=nΣx(− Σx(nn−1,(
Q1=X"−LSLS
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)D4 Quality Level Calculation
X"=Σxn
S=nΣx(− Σx(nn−1,(
Q.=USL−X"S
Q1=X"−LSLS CPF=f,PF,+f(PF(+⋯+f8PF8Σf8i=1 to j
1-06.2(2)D5 Quality Level Calculation – HMA Compaction
X"=Σxn
S=nΣx(− Σx(nn−1,(
Q1=X"−LSLS
1-06.2(2)D4 Quality Level Calculation
X"=Σxn
S=nΣx(− Σx(nn−1,(
Q.=USL−X"S
Q1=X"−LSLS CPF=f,PF,+f(PF(+⋯+f8PF8Σf8i=1 to j
1-06.2(2)D5 Quality Level Calculation – HMA Compaction
X"=Σxn
S=nΣx(− Σx(nn−1,(
Q1=X"−LSLS
Where:
fi = price adjustment factor listed in these Specifications for the applicable material
j = number of constituents being evaluated
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
Page 1-58 2021 Standard Specifications M 41-10
1-06 Control of Material
the Contractor’s anticipated usage of recycled concrete aggregates for meeting the
requirements of these Specifications. The quantity of recycled concrete aggregate will
be provided in tons and as a percentage of the Plan quantity for eligible material listed
in Section 9-03.21(1)E Table on Maximum Allowable percent (By Weight) of Recycled
Material. When a Contract does not include Work that requires the use of a material that
is included in the requirements for using materials the Contractor may state in their plan
that no recycled materials are proposed for use.
Within 30 calendar days after Physical Completion the Contractor shall report the
quantity of recycled concrete aggregates that were utilized in the construction of the
project for each eligible item listed in Section 9-03.21(1)E. The Contractor’s report shall
be provided on WSDOT Form 350-075A, Recycled Concrete Aggregate Reporting.
1-06.6(1) Recycling of Aggregate and Concrete Materials
1-06.6(1)A General
The minimum quantity of recycled concrete aggregate shall be 25 percent of the total
quantity of aggregate that is incorporated into the Contract for those items listed in
Section 9-03.21(1)E Table on Maximum Allowable percent (By Weight) of Recycled
Material that allow the use of recycled concrete aggregate. The percentage of recycled
material incorporated into the project for meeting the required percentage will be
calculated in tons based on the quantity of recycled concrete used on the entire Contract
and not as individual items.
If the Contractor’s total cost for Work with recycled concrete aggregate is greater than
without the Contractor may choose to not use recycled concrete aggregate. If the
Recycled Material Utilization Plan does not indicate the minimum usage of recycled
concrete aggregate required above, or if completed project quantities do not meet the
minimum usage required, the Contractor shall develop the following:
1. A cost estimate for each material listed in Section 9-03.21(1)E that is utilized on the
Contract. The cost estimate shall include the following:
a. The estimated costs for the Work for each material with 25 percent recycled
concrete aggregate. The cost estimate shall include for each material a
documented price quote from the supplier with the lowest total cost for
the Work.
b. The estimated costs for the Work for each material without recycled
concrete aggregate.
The Contractor’s cost estimates shall be submitted as an attachment to the Recycled
Material Utilization Plan, or with the Reporting form.
2021 Standard Specifications M 41-10 Page 1-59
Legal Relations and Responsibilities to the Public 1-07
1-07 Legal Relations and Responsibilities to the Public
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 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 49.17 (WISHA) and as set forth in Title 296 WAC (Department of Labor and
Industries). In particular the Contractor’s attention is drawn to the requirements of
WAC 296.800 which requires employers to provide a safe workplace. More specifically
WAC 296.800.11025 prohibits alcohol and narcotics from the workplace. 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. A copy of all
safety plans (e.g., fall protection work plan) that are developed by the Contractor shall
be submitted to the Engineer as a Type 1 Working Drawing. When requested by the
Engineer, the Contractor shall provide training to Contracting Agency employees working
on-site for any activity covered by a safety plan. Costs for training that is provided solely
to Contracting Agency employees will be paid to the Contractor in accordance with
Section 1-09.4.
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.
Page 1-60 2021 Standard Specifications M 41-10
1-07 Legal Relations and Responsibilities to the Public
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.
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 Contracting
Agency will not adjust its payment if the Contractor bases a Bid on a misunderstood
tax liability.
The Contracting Agency may deduct from its payments to the Contractor, retainage or
lien the bond, in the amount the Contractor owes the State Department of Revenue,
whether the amount owed relates to the Contract in question or not. Any amount
so deducted will be paid into the proper State fund on the contractor’s behalf. For
additional information on tax rates and application refer to applicable RCWs, WACs or the
Department of Revenue website.
1-07.2(1) State Sales Tax: WAC 458-20-171 – Use Tax
For Work designated as Rule 171, Use Tax, the Contractor shall include for compensation
the amount of any taxes paid in the various unit Bid prices or other Contract amounts.
Typically, these taxes are collected on materials incorporated into the project and items
such as the purchase or rental of; tools, machinery, equipment, or consumable supplies
not integrated into the project.
The Summary of Quantities in the Contract Plans identifies those parts of the project that
are subject to Use Tax under Section 1-07.2(1).
2021 Standard Specifications M 41-10 Page 1-61
Legal Relations and Responsibilities to the Public 1-07
1-07.2(2) State Sales Tax: WAC 458-20-170 – Retail Sales Tax
For Work designated as Rule 170, Retail Sales Tax, the Contractor shall collect from the
Contracting Agency, Retail Sales Tax on the full Contract price. The Contracting Agency
will automatically add this Retail Sales Tax to each payment to the Contractor and for this
reason; the Contractor shall not include the Retail Sales Tax in the unit Bid prices or in any
other Contract amount. The Contractor (Prime or Subcontractor) shall include sales or use
tax on the purchase or rental of tools, machinery, equipment, or consumable supplies not
integrated into the project, in the unit bid prices.
The Summary of Quantities in the Contract Plans identifies those parts of the project that
are subject to Retail Sales Tax under Section 1-07.2(2).
1-07.2(3) Services
Any contract wholly for professional or other applicable services is generally not subject
to Retail Sales Tax and therefore, the Contractor shall not collect Retail Sales Tax from the
Contracting Agency on those Contracts. Any incidental taxes paid as part of providing the
services shall be included in the payments under the contract.
1-07.3 Fire Prevention and Merchantable Timber Requirements
1-07.3(1) Fire Prevention Control and Countermeasures Plan
The Contractor shall prepare and implement a project-specific fire prevention,
control, and countermeasures plan (FPCC Plan) for the duration of the project. The
Contractor shall submit a Type 2 Working Drawing no later than the date of the
preconstruction conference.
1-07.3(1)A FPCC Implementation Requirements
The Contractor’s FPCC Plan shall be fully implemented at all times. The Contractor shall
update the FPCC Plan throughout project construction so that the plan reflects actual site
conditions and practices. The Contractor shall update the FPCC Plan at least annually and
maintain a copy of the updated FPCC Plan that is available for inspection on the project
site. Revisions to the FPCC Plan and the Industrial Fire Precaution Level (IFPL) shall be
discussed at the weekly project safety meetings.
1-07.3(1)A1 FPCC Plan Element Requirements
The FPCC Plan shall include the following:
1. The names, titles, and contact information for the personnel responsible for
implementing and updating the plan.
2. The names and telephone numbers of the Federal, State, and local agencies the
Contractor shall notify in the event of a fire.
3. All potential fire causing activities such as welding, cutting of metal, blasting, fueling
operations, etc.
Page 1-62 2021 Standard Specifications M 41-10
1-07 Legal Relations and Responsibilities to the Public
4. The location of fire extinguishers, water, shovels, and other firefighting equipment.
5. The response procedures the Contractor shall follow in the event of a fire.
Most of Washington State is covered under the IFPL system which, by law, is managed by
the Department of Natural Resources (DNR). In some cases jurisdiction is transferred to
the United States Forest Service (USFS) or to the local fire authority. It is the Contractor’s
responsibility to be familiar with the IFPL requirements and to verify whether or not IFPL
applies to the specific project.
If the Contractor wishes to continue a work activity that is prohibited under an industrial
fire precaution level, the Contractor shall obtain a waiver from the fire authority
with jurisdiction and provide a copy to the Engineer prior to continuation of work on
the project.
If the IFPL requirements prohibit the Contractor from performing Work the Contractor
may be eligible for an unworkable day in accordance with Section 1-08.5.
The Contractor shall comply with the requirements of these provisions at no additional
cost to the Contracting Agency.
1-07.3(1)A2 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, firefighting 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).
2021 Standard Specifications M 41-10 Page 1-63
Legal Relations and Responsibilities to the Public 1-07
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
No Work shall occur within areas under the jurisdiction of resource agencies unless
authorized in the Contract. 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.
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, wildlife, or their habitat.
2. Not place materials below or remove them from the ordinary high water line except
as may be specified in the Contract.
3. Not allow equipment to enter waters of the State except as specified in the Contract.
4. Revegetate in accordance with the Plans, unless the Special Provisions permit
otherwise.
5. Prevent any fish-threatening silt buildup on the bed or bottom of any body of water.
6. Ensure continuous stream flow downstream of the Work area.
Page 1-64 2021 Standard Specifications M 41-10
1-07 Legal Relations and Responsibilities to the Public
7. Dispose of any project debris by removal, burning, or placement above high-water
flows.
8. 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 shall be incidental to Contract pay items.
1-07.5(3) State Department of Ecology
In doing the Work, the Contractor shall:
1. Comply with Washington State Water Quality Standards.
2. 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, concrete wastewater, process wastewater,
slurry materials and waste from shaft drilling, sediments, sediment-laden water,
chemicals, paint, solvents, or other toxic or deleterious materials.
3. Use equipment that is free of external petroleum-based products.
4. 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.
5. 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.
6. When a violation of the Construction Stormwater General Permit (CSWGP) occurs,
immediately notify the Engineer and fill out WSDOT Form 422-011, Contractor
ECAP Report, and submit the form to the Engineer within 48 hours of the violation.
7. Once Physical Completion has been given, prepare a Notice of Termination (Ecology
Form ECY 020-87) and submit the Notice of Termination electronically to the
Engineer in a PDF format a minimum of 7 calendar days prior to submitting the
Notice of Termination to Ecology.
8. Transfer the CSWGP coverage to the Contracting Agency when Physical Completion
has been given and the Engineer has determined that the project site is not stabilized
from erosion.
9. Submit copies of all correspondence with Ecology electronically to the Engineer in a
PDF format within four calendar days.
2021 Standard Specifications M 41-10 Page 1-65
Legal Relations and Responsibilities to the Public 1-07
1-07.5(4) Air Quality
The Contractor shall comply with all regional clean air authority and/or State Department
of Ecology rules and regulations.
The air quality permit process may include additional State Environment Policy Act (SEPA)
requirements. Contractors shall contact the appropriate regional air pollution control
authority well in advance of beginning Work.
When the Work includes demolition or renovation of any existing facility or structure
that contains Asbestos Containing Material (ACM) and/or Presumed Asbestos-Containing
Material (PACM), the Contractor shall comply with the National Emission Standards for
Hazardous Air Pollutants (NESHAP).
Any requirements included in Federal regulations regarding air quality that applies to the
“owner or operator” shall be the responsibility of the Contractor.
1-07.5(5) U.S. Army Corps of Engineers
When temporary fills are permitted, the Contractor shall remove fills in their entirety and
the affected areas returned to pre-construction elevations.
If a U.S. Army Corps of Engineers permit is noted in Section 1-07.6 of the Special
Provisions, the Contractor shall retain a copy of the permit or the verification letter (in the
case of a Nationwide Permit) on the worksite for the life of the Contract. The Contractor
shall provide copies of the permit or verification letter to all subcontractors involved with
the authorized work prior to their commencement of any work in waters of the U.S.
1-07.5(6) U.S. Fish and Wildlife Service and National Marine Fisheries Service
The Contracting Agency will provide fish exclusion and handling services if the Work
dictates. However, if the Contractor discovers any fish stranded by the project and a
Contracting Agency biologist is not available, they shall immediately release the fish into
a flowing stream or open water.
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;
Page 1-66 2021 Standard Specifications M 41-10
1-07 Legal Relations and Responsibilities to the Public
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.
All Contractor movement or storage of materials or equipment within the project limits
(as shown in the Plans):
1. Legal load limits shall apply on any road open to and in use by public traffic.
2. Legal load limits shall apply on any existing road not scheduled for major
reconstruction under the current Contract.
3. The Contractor may haul overloads (not more than 25 percent above load limits)
on any newly paved roads (with final lift in place) built under this Contract not open
to public traffic if this does not damage completed Work.
4. When moving vehicles or operating equipment on or over structures design for
direct bearing of live load, buried structures, culverts, pipes, or retaining walls
within the project limits, the Contractor shall meet the load-limit restrictions in
Section 1-07.7(2).
5. When storing material on a Structure or retaining wall, the Contractor shall meet the
load-limit restrictions in Section 1-07.7(2). These requirements are not intended for
long term storage of material.
6. The Contractor shall remain responsible for and pay all repair costs due to any load-
caused damage on any newly paved roads, new and existing Structures, culverts,
pipes and retaining walls.
Unit prices shall cover all costs for operating vehicles or storing materials on or
over structures, culverts, pipes, and retaining walls. Nothing in this section affects
the Contractor’s other responsibilities under these Specifications or under public
Highway laws.
Bridges that are under construction shall meet the load restrictions in Section 6-01.6.
2021 Standard Specifications M 41-10 Page 1-67
Legal Relations and Responsibilities to the Public 1-07
1-07.7(2) Load-Limit Restrictions
At the request of the Engineer, the Contractor shall provide supporting documentation
of vehicle, equipment or material loads, axle or support dimensions and any additional
information used to determine the loads.
1. Structures Designed for Direct Bearing of Live Loads
The gross vehicle weight or maximum load on each axle shall not exceed the legal
load limit nor any posted weight limit on a Structure.
Construction equipment that is not considered a legal vehicle licensed for legal travel
on the public Highway, including but not limited to track or steel wheeled vehicles,
may operate on a Structure. Gross equipment weight, axle spacing, equipment
spacing, and other attributes identified in the Plans shall not be exceeded. When
loads are not identified in the Plans, the construction equipment shall not exceed the
following load restrictions:
a. The gross vehicle weight or maximum load on each axle shall not exceed the
legal load limit, axle spacing nor any posted weight limit on a Structure.
b. A tracked vehicle with a maximum gross vehicle weight of 40,000 pounds and
track contact length no less than 8 feet. The maximum gross vehicle weight may
increase by 2,000 pounds for each one foot of track contact length over 8 feet,
but shall not exceed 80,000 pounds.
c. A tracked vehicle with a maximum gross vehicle weight of 20,000 pounds and
track contact length less than 8 feet.
d. No single axle shall exceed 20,000 pounds.
e. No more than one vehicle shall operate over any Structure at one time.
Track contact length shall be measured once for two or more parallel tracks.
The Contractor shall not store construction materials on timber Structures or
Structures posted for weight limits. When a structure within the project limits is not
posted for weight limits and there is no other reasonable storage space within the
project limits, the Contractor may store construction material on the Structure and
shall not exceed the maximum uniformly distributed load and distribution length
along the structure per the following table:
Maximum Uniform Load (psf)
Maximum Distributed
Length Along Structure
Structure Width (curb-to-curb)
24 feet or less greater than 24 feet
15 ft 250 160
40 ft 125 80
80 ft 75 50
Full Structure Length 50 35
Page 1-68 2021 Standard Specifications M 41-10
1-07 Legal Relations and Responsibilities to the Public
The load restrictions for storing material or operating equipment shall not be
combined and shall apply to the full structure length. Materials that are stored in
two or more locations on the same structure shall use the total combined length
to determine the maximum load restriction. Vehicle traffic and the Contractor’s
equipment may operate in the adjacent lanes to the stored materials and shall not be
allowed on the structure width that is occupied by the stored materials. Contractor’s
equipment that is used to deliver or remove any stored material with the same
structure width shall be considered in combination with all stored materials. This
equipment shall be assumed to be uniformly distributed over the largest axle spacing
and average axle width.
The Contractor shall immediately remove any dirt, rock, or debris that may gather
on the Structure’s roadway surface.
2. Buried Structures
Buried Structures shall include reinforced concrete three sided structures, box
culverts, split box culverts, structural plate pipe, pipe arch, and underpasses.
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 buried structure.
When the embankment has reached 5 feet above the top of the buried structure,
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
Pipe culverts and sewer pipes shall include pipe for drainage, storm sewers, and
sanitary sewers.
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 centers. In this
case, the embankment shall have risen above the top limit of compaction at
least 6 feet.
2021 Standard Specifications M 41-10 Page 1-69
Legal Relations and Responsibilities to the Public 1-07
4. Retaining Walls
Loads above existing and completed retaining walls designed for vehicular loads,
where any part of the load is located within half the retaining wall height, shall not
exceed the following load restrictions:
a. The gross vehicle weight or maximum load on each axle shall not exceed the
legal load limit.
b. Construction equipment and material shall not exceed 250 pounds per
square foot.
If necessary and safe to do so, the Engineer may allow higher loads than those
allowed under these load-limit restrictions. For loads on or over structures designed
for direct bearing of live load, the Contractor shall submit Type 3E Working Drawings
consisting of calculations and other supporting information in accordance with
the requirements of Section 6-01.6. For loads on or over pipes, culverts, buried
structures, and retaining walls the Contractor shall submit Type 2E Working
Drawings. All submittals shall contain the following information: a description of
the loading details; arrangement, movement and position of all vehicles, equipment
and materials on the Structure, culvert or pipe; and statement that the Contractor
assumes all risk for damage.
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 labeled as, and in a condition compliant with the ANSI/
ISEA 107 (2004 or later version) 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 Class 2 or 3 vest or jacket, and hardhat meeting the high-visibility
headwear requirements of WAC 296-155-305; and
Page 1-70 2021 Standard Specifications M 41-10
1-07 Legal Relations and Responsibilities to the Public
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 Class 2 or 3 vest or jacket, high-visibility lower garment meeting ANSI/
ISEA 107 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 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 preempted by
Federal law. When the project involves highway Work, heavy 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 both heavy Work and
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 Engineer.
2021 Standard Specifications M 41-10 Page 1-71
Legal Relations and Responsibilities to the Public 1-07
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 Engineer. Generally,
the Contractor initiates the request by preparing standard form 1444 Request for
Authorization of Additional Classification and Rate, available at www.gsa.gov/reference/
forms, and submitting it to the 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.
Page 1-72 2021 Standard Specifications M 41-10
1-07 Legal Relations and Responsibilities to the Public
There are many work-ready pre-apprentices who are currently looking for work in
the highway construction trades all across the state of Washington. Contractors may
have apprenticeship utilization commitments as part of their business practices and
as part of their Contract. Contractors may be subject to hiring commitments such as
Equal Employment Opportunity, union commitments, and apprenticeship utilization
requirements on Contracts receiving Federal or State funds. As part of a Contractor’s
Good Faith Efforts, contacting the Office of Equal Opportunity’s On the Job Training
Support Services (OJT/SS) Program Coordinator is highly encouraged. The OJT/SS
Program Coordinator can connect Contractors with Washington State Apprenticeship
Training Council recognized Pre-Apprenticeship training providers throughout the state,
who give training to individuals in highway construction trades. These training providers
can identify work-ready individuals in the necessary trades. Contractors who have
been awarded WSDOT Contracts should be prepared to discuss their recruitment plans
and how coordination with the OJT/SS Program Coordinator will be incorporated into
that effort if needed. The Contractor may contact the OJT/SS Program Coordinator at
360-704-6314, or by email at ojtssinfo@wsdot.wa.gov.
1-07.9(2) Posting Notices
Notices and posters shall be placed in areas readily accessible to read by employees.
The Contractor shall ensure the most current edition of the following are posted:
1. EEOC - P/E-1 – Equal Employment Opportunity IS THE LAW published by US
Department of Labor. Post for projects with federal-aid funding.
2. Mandatory Supplement to EEOC P/E-1 published by US Department of Labor. Post
for projects with federal-aid funding.
3. Pay Transparency Nondiscrimination Provision published by US Department of
Labor. Post for projects with federal-aid funding.
4. FHWA 1022 – NOTICE Federal-Aid Project published by Federal Highway
Administration (FHWA). Post for projects with federal-aid funding.
5. WH 1321 – Employee Rights Under the Davis-Bacon Act published by US
Department of Labor. Post for projects with federal-aid funding.
6. WHD 1088 – Employee Rights Under the Fair Labor Standards Act published by US
Department of Labor. Post on all projects.
7. WHD 1420 – Employee Rights and Responsibilities Under The Family And Medical
Leave Act published by US Department of Labor. Post on all projects.
8. WHD 1462 – Employee Polygraph Protection Act published by US Department of
Labor. Post on all projects.
9. F416-081-909 – Job Safety and Health Law published by Washington State
Department of Labor and Industries. Post on all projects.
10. F242-191-909 – Notice To Employees published by Washington State Department
of Labor and Industries. Post on all projects.
11. F700-074-909 – Your Rights as a Worker in Washington State by Washington State
Department of Labor and Industries (L&I). Post on all projects.
2021 Standard Specifications M 41-10 Page 1-73
Legal Relations and Responsibilities to the Public 1-07
12. EMS 9874 – Unemployment Benefits published by Washington State Employment
Security Department. Post on all projects.
13. Post 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.
14. Post one copy of the prevailing wage rates for the project.
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.
1-07.9(5) Required Documents
1-07.9(5)A General
All Statements of Intent to Pay Prevailing Wages, Affidavits of Wages Paid and Certified
Payrolls shall be submitted to the Engineer using the L&I online Prevailing Wage Intent &
Affidavit (PWIA) system.
1-07.9(5)B Intents and Affidavit
On forms provided by the Industrial Statistician of the Washington State Department of
Labor and Industries (State L&I), the Contractor shall submit to the Engineer the following
for themselves and for each firm covered under RCW 39.12 that will or has provided
Work and materials for the Contract:
1. The 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
reviewed by the Engineer.
Page 1-74 2021 Standard Specifications M 41-10
1-07 Legal Relations and Responsibilities to the Public
2. The approved “Affidavit of Prevailing Wages Paid”, State L&I’s form number F700-
007-000. The Contracting Agency will not grant Completion until all approved
Affidavit of Wages paid for the Contractor and all Subcontractors have been received
by the Engineer. 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 all of the approved forms have been
submitted to the Engineer for every firm that worked on the Contract.
The Contractor is responsible for requesting these forms from State L&I and for paying
any approval fees required by State L&I.
1-07.9(5)C Certified Payrolls
Certified payrolls are required to be submitted by the Contractor for themselves, all
Subcontractors and all lower tier subcontractors. The payrolls shall be submitted weekly
on all Federal-aid projects and no less than monthly on State funded projects.
1-07.9(5)D Penalties for Noncompliance
The Contractor is advised, if these payrolls are not supplied within the prescribed
deadlines, any or all payments may be withheld until compliance is achieved. In addition,
failure to provide these payrolls may result in other sanctions as provided by State laws
(RCW 39.12.050) and/or Federal regulations (29 CFR 5.12).
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.
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.
2021 Standard Specifications M 41-10 Page 1-75
Legal Relations and Responsibilities to the Public 1-07
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 maintain a Work site that is free of harassment, humiliation,
fear, hostility and intimidation at all times. Behaviors that violate this requirement
include but are not limited to:
a. Persistent conduct that is offensive and unwelcome.
b. Conduct that is considered to be hazing.
c. Jokes about race, gender, or sexuality that are offensive.
d. Unwelcome, unwanted, rude or offensive conduct or advances of a sexual
nature which interferes with a person’s ability to perform their job or creates an
intimidating, hostile, or offensive work environment.
e. Language or conduct that is offensive, threatening, intimidating or hostile based
on race, gender, or sexual orientation.
f. Repeating rumors about individuals in the Work Site that are considered to be
harassing or harmful to the individual’s reputation.
2. The Contractor shall not discriminate against any employee or applicant for
contracted employment because of race, religion, color, national origin, sex, age,
marital status, or the presence of any physical, sensory or mental disability.
Page 1-76 2021 Standard Specifications M 41-10
1-07 Legal Relations and Responsibilities to the Public
3. The Contractor shall, in all solicitations or advertisements for employees, state
that all qualified applicants will be considered for employment, without regard to
race, religion, color, national origin, sex, age, marital status, or the presence of any
physical, sensory, or mental disability.
4. 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.
5. The Contractor shall make decisions with regard to selection and retention of
subcontractors, procurement of materials and equipment and similar actions related
to the Contract without regard to race, religion, color, national origin, sex, age,
marital status, or the presence of any physical, sensory, or mental disability.
6. 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.
7. 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.
8. 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.
9. 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.
10. 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.
2021 Standard Specifications M 41-10 Page 1-77
Legal Relations and Responsibilities to the Public 1-07
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.
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.
Page 1-78 2021 Standard Specifications M 41-10
1-07 Legal Relations and Responsibilities to the Public
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 conference 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:
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.
2021 Standard Specifications M 41-10 Page 1-79
Legal Relations and Responsibilities to the Public 1-07
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, and
community organizations, 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.
Immediately upon the Engineer’s request, the Contractor shall remove from the Work
site any employee engaging in behaviors that promote harassment, humiliation, fear or
intimidation including but not limited to those described in these specifications.
Page 1-80 2021 Standard Specifications M 41-10
1-07 Legal Relations and Responsibilities to the Public
1-07.11(6) Incorporation of Provisions
The Contractor shall include the provisions of Section 1-07.11(2) Contractual
Requirements (1) through (5) 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.
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).
2021 Standard Specifications M 41-10 Page 1-81
Legal Relations and Responsibilities to the Public 1-07
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.
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.
Page 1-82 2021 Standard Specifications M 41-10
1-07 Legal Relations and Responsibilities to the Public
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.
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.
2021 Standard Specifications M 41-10 Page 1-83
Legal Relations and Responsibilities to the Public 1-07
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), 1-07.13(3), or 8-17.5, 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.
Page 1-84 2021 Standard Specifications M 41-10
1-07 Legal Relations and Responsibilities to the Public
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, and RCW 4.24.115, 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 of any negligence or breach of Contract 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 the defense and indemnification obligations of this section until disposition has
been made of such suits or claims.
Subject to the limitations in this section and RCW 4.24.115, 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.
Pursuant to RCW 4.24.115, if 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
2021 Standard Specifications M 41-10 Page 1-85
Legal Relations and Responsibilities to the Public 1-07
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 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.
The Contractor specifically assumes all potential liability for actions brought by employees
of the Contractor and, solely for the purpose of enforcing the defense and indemnification
obligations set forth in Section 1-07.14, the Contractor specifically waives any immunity
granted under the State industrial insurance law, Title 51 RCW. This waiver has been
mutually negotiated by the parties. The Contractor shall similarly require that each
Page 1-86 2021 Standard Specifications M 41-10
1-07 Legal Relations and Responsibilities to the Public
Subcontractor it retains in connection with the project comply with the terms of this
paragraph, waive any immunity granted under Title 51 RCW, and assume all liability for
actions brought by employees of the Subcontractor.
1-07.15 Temporary Water Pollution Prevention
1-07.15(1) Spill Prevention, Control, and Countermeasures Plan
The Contractor shall prepare a Type 2 Working Drawing consisting of a project-specific
spill prevention, control, and countermeasures plan (SPCC Plan), and shall implement the
plan for the duration of the project. No on-site construction activities may commence
until the Contracting Agency accepts an SPCC Plan for the project. An SPCC Plan
template and guidance information is available at www.wsdot.wa.gov/environment/
technical/disciplines/hazardous-materials/spill-prevent-report.
The SPCC Plan shall address all fuels, petroleum products, hazardous materials,
and other materials defined in Chapter 447 of the WSDOT Environmental 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.
The SPCC Plan shall address conditions that may be required by Section 3406 of the
current International Fire Code, or as approved by the local Fire Marshal.
Implementation Requirements
The Contractor shall update the SPCC Plan 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. The Contractor shall fully implement the SPCC Plan, as accepted and updated, at all
times.
SPCC Plan Element Requirements
The SPCC Plan shall set forth the following information in the following order:
1. Responsible Personnel – Identify the names, titles, and contact information for the
personnel responsible for implementing and updating the plan and for responding to
spills.
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.
2021 Standard Specifications M 41-10 Page 1-87
Legal Relations and Responsibilities to the Public 1-07
4. Potential Spill Sources – Describe each of the following for all potentially hazardous
materials brought or generated on-site including but not limited to 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.
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.
5. Preexisting Contamination – Describe any preexisting contamination and
contaminant sources (such as buried pipes or tanks) in the project area that are
described in the Contract provisions and Plans. Identify equipment and Work
practices that shall be used to prevent the release of contamination.
6. Spill Prevention and Response Training – Describe how and when all project
personnel, including refueling personnel and other Subcontractors, shall be trained in
spill prevention, containment, and response and in the location of spill response kits.
7. Spill Prevention – Describe the following items:
a. The contents and locations of spill response kits that the Contractor shall
supply and maintain that are appropriately stocked, located in close proximity
to hazardous materials and equipment, and immediately accessible.
b. Security measures for potential spill sources to prevent accidental spills
and vandalism.
c. Methods used to prevent stormwater from contacting hazardous materials.
d. Secondary containment for each potential spill source listed in 4, above.
Secondary containment structures shall be in accordance with Section S9.D.9
of Ecology’s Construction Stormwater General NPDES Permit, where secondary
containment means placing tanks or containers within an impervious structure
capable of containing 110 percent of the volume contained in the largest
tank within the containment structure. Double-walled tanks do not require
additional secondary containment.
e. BMP methods and locations where they are used to prevent discharges to
ground or water during mixing and transfer of hazardous materials and fuel.
Methods to control pollutants shall use BMPs in accordance with Ecology’s
Construction Stormwater General NPDES Permit. BMP guidance is provided in
Ecology’s Stormwater Management Manuals, such as Volume II – Construction
Stormwater Pollution Prevention, BMP C153, and Volume IV – Source Control
BMPs.
f. Refueling procedures for equipment that cannot be moved from below the
ordinary high water line.
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.
Page 1-88 2021 Standard Specifications M 41-10
1-07 Legal Relations and Responsibilities to the Public
h. Routine equipment, storage area, and structure inspection and maintenance
practices to prevent drips, leaks, or failures of hoses, valves, fittings, containers,
pumps, or other systems that contain or transfer hazardous materials.
i. Site inspection procedures and frequency.
8. Spill Response – Outline the response procedures the Contractor shall follow for
each scenario listed below, indicating that 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. 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, clean up spilled material, decontaminate equipment,
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 preexisting contamination and contaminant source
described in 5, above.
d. A release or spill of any unknown preexisting 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.
If the Contractor will use a Subcontractor for spill response, provide contact
information for the Subcontractor under item 1 (above), identify when the
Subcontractor shall 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. Preexisting 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
shall use in the event of a release or spill.
2021 Standard Specifications M 41-10 Page 1-89
Legal Relations and Responsibilities to the Public 1-07
Payment
Payment will be made for the following Bid item when it is included in the Proposal:
“SPCC Plan”, lump sum.
When the written SPCC Plan is accepted by the Contracting Agency, 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 the “SPCC Plan” shall be full pay for all costs associated with
creating and updating the accepted SPCC Plan, and all costs associated with the set
up of prevention measures and for implementing the current SPCC Plan as required by
this Specification.
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.
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
Page 1-90 2021 Standard Specifications M 41-10
1-07 Legal Relations and Responsibilities to the Public
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 torn 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, moist material, such as burlap or canvas, for
protection and to prevent excessive drying. The material shall be kept moist and securely
fastened until the roots are covered to finish grade. All material and fastening material
shall be removed from the roots before covering. All roots 1 inch or larger in diameter,
that 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 a
Certified Arborist at the direction of the Engineer.
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
2021 Standard Specifications M 41-10 Page 1-91
Legal Relations and Responsibilities to the Public 1-07
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 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 Section 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.
Page 1-92 2021 Standard Specifications M 41-10
1-07 Legal Relations and Responsibilities to the Public
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 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, and intelligent transportation systems (ITS). All costs required to
protect public and private utilities shall be at the Contractor’s expense, except as provided
otherwise in this section.
RCW 19.122 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.
The Contractor shall submit a Type 2 Working Drawing consisting of plans and details
describing the scope and schedule of all work performed at the Contractor’s request by
the utility owner.
2021 Standard Specifications M 41-10 Page 1-93
Legal Relations and Responsibilities to the Public 1-07
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 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 RCW 48.05. 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 (OCP) Insurance providing bodily injury and
property damage liability coverage, with limits of $3,000,000 per occurrence and
per project in the aggregate for each policy period, written on Insurance Services
Office (ISO) form CG0009 1204, together with Washington State Department of
Transportation amendatory endorsement CG 2908 1195, specifying the Contracting
Agency, the State, the Governor, the Commission, the Secretary, the Department,
and all officers and employees of the State as named insured. This policy shall
be kept in force from the execution date of the Contract until the Physical
Completion Date.
Page 1-94 2021 Standard Specifications M 41-10
1-07 Legal Relations and Responsibilities to the Public
2. Commercial General Liability (CGL) Insurance written under ISO Form CG0001 or its
equivalent, with minimum limits of $3,000,000 per occurrence and in the aggregate
for each 1-year policy period. This coverage may be any combination of primary,
umbrella, or excess liability coverage affording total liability limits of not less than
$3,000,000 per occurrence and in the aggregate. Products and completed operations
coverage shall be provided for a period of 3 years following Substantial Completion
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 per occurrence. This coverage may be any combination of primary, umbrella, or
excess liability coverage affording total liability limits of not less than $1,000,000 per
occurrence, with the State named as an additional insured or designated insured in
connection with the Contractor’s Performance of the Contract. If pollutants are to be
transported, MCS 90 and CA 99 48 endorsements are required on the Commercial
Automobile Liability insurance policy unless in-transit pollution risk is covered under
a Pollution Liability insurance policy.
4. The Contractor shall be Named Insured and the Contracting Agency, the State,
the Governor, the Commission, the Secretary, the Department, all officers and
employees of the State, and their respective members, directors, officers, employees,
agents, and consultants (collectively the “Additional Insureds”) shall be included
as Additional Insureds for all policies and coverages specified in this section, with
the exception of the OCP policy. Said insurance coverage shall be primary and
noncontributory insurance with respect to the insureds and the Additional Insureds.
Any insurance or self-insurance beyond that specified in this Contract that is
maintained by any Additional Insured shall be in excess of such insurance and shall
not contribute with it. All insurance coverage required by this section shall be written
and provided by “occurrence-based” policy forms rather than by “claims made” forms.
All endorsements adding Additional Insureds to required policies shall be issued on
(i) form CG 20 10 11 85 or a form deemed equivalent by the Contracting Agency,
providing the Additional Insureds with all policies and coverages set forth in this
section, with the exception of the OCP and Commercial Auto policies or (ii) form CA
20 48 or forms deemed equivalent by Contracting Agency, providing the Additional
Insureds with all coverages required under the Commercial Automobile Liability.
5. The coverage limits to be provided by the Contractor for itself and to the Contracting
Agency and Additional Insureds pursuant to this section or any Special Provision,
shall be on a “per project” aggregate basis with the minimum limits of liability as set
forth herein for both general liability and products/completed operations claims.
The additional insured coverage required under this section for products/completed
operations claims shall remain in full force and effect for not less than 3 years
following Substantial Completion of the project. If the Contractor maintains, at any
time, coverage limits for itself in excess of limits set forth in this Section 1-07.18 or
any Special Provision, then those additional coverage limits shall also apply to the
Contracting Agency and the Additional Insured. This includes, but is not limited to,
2021 Standard Specifications M 41-10 Page 1-95
Legal Relations and Responsibilities to the Public 1-07
any coverage limits provided under any risk financing program of any description,
whether such limits are primary, excess, contingent, or otherwise.
6. All insurance policies and coverages required under Sections 1-07.18 and
1-07.10 shall contain a waiver of subrogation against the Contracting Agency, the
State, and any Additional Insureds, and their respective departments, agencies,
boards, and commissions, and their respective officers, officials, agents, and
employees for losses arising from Work performed by or on behalf of the Contractor.
This waiver has been mutually negotiated by the parties.
7. Where applicable, the Contractor shall cause each Subcontractor to provide
insurance that complies with all applicable requirements of the Contractor-
provided insurance as set forth herein, in circumstances where the Subcontractor
is not covered by the Contractor-provided insurance. The Contractor shall have
sole responsibility for determining the limits of coverage required, if any, to be
obtained by Subcontractors, which determination shall be made in accordance
with reasonable and prudent business practices. In the event that a Subcontractor
is required to add the Contractor as an Additional Insured pursuant to its contract
for Work at the Project, then the Contractor shall also cause each Subcontractor to
include the Contracting Agency and the Additional Insureds, as Additional Insureds
as well, for primary and noncontributory limits of liability under each Subcontractor’s
Commercial General Liability, Commercial Automobile Liability, and any other
coverages that may be required pursuant to a “Special Provision”.
8. Unless specifically noted otherwise in the Contract Documents, the parties to this
Contract do not intend by any of the provisions of this Contract to cause the public
or any member thereof or any other Person to be a third-party beneficiary of the
Contract Documents. Nothing in this Contract authorizes anyone not a party to
this Contract or a designated third-party beneficiary to this Contract to maintain a
suit for personal injuries or property damage pursuant to the terms or provisions of
this Contract. It is the further intent of the Contracting Agency and the Contractor
in executing the Form of Contract that no individual, firm, corporation, or any
combination thereof that supplies materials, labor, services, or equipment to the
Contractor for the performance of the Work shall become thereby a third-party
beneficiary of this Contract.
The Contract Documents shall not be construed to create a contractual relationship
of any kind between the Contracting Agency and a Subcontractor or any other
Person except the Contractor.
9. 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.
Page 1-96 2021 Standard Specifications M 41-10
1-07 Legal Relations and Responsibilities to the Public
10. With the exception of the Commercial Automobile liability coverage, no policies
of insurance required under this section shall contain an arbitration or alternative
dispute resolution clause applicable to disputes between the insurer and its insureds.
Any and all disputes concerning (i) terms and scope of insurance coverage afforded
by the policies required hereunder and/or (ii) extra contractual remedies and relief,
which may be afforded policy holders in connection with coverage disputes, shall be
resolved in Washington Superior Court, applying Washington law.
11. Prior to Contract execution, the Contractor shall file with the Department of
Transportation, Contract Payment Section, PO Box 47420, Olympia, WA 98504-
7420, ACORD Form Certificates of Insurance evidencing the minimum insurance
coverages required under these Specifications. Within 30 days of being awarded a
Contract, the Contractor shall provide the Department with complete copies, which
may be electronic copies, of all insurance policies required under this section and any
Special Provisions.
12. The Contractor shall provide written notice to the Engineer of any policy
cancellations and provide the Department of Transportation, Contract Payment
Section, PO Box 47420, Olympia, WA 98504-7420, by U.S. Mail, notice of any policy
cancellation within two business days of receipt of cancellation.
13. Failure on the part of the Contractor to maintain the insurance as required, or not
to provide certification and copies of the insurance prior to the time specified in
Subsection 11 above, shall constitute a material breach of Contract upon which the
Contracting Agency may, after giving 5-business 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.
2021 Standard Specifications M 41-10 Page 1-97
Legal Relations and Responsibilities to the Public 1-07
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.
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.
Page 1-98 2021 Standard Specifications M 41-10
1-07 Legal Relations and Responsibilities to the Public
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. Accessibility to existing or
temporary pedestrian push buttons shall not be impaired. 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.
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.
2021 Standard Specifications M 41-10 Page 1-99
Legal Relations and Responsibilities to the Public 1-07
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 be the posted speed in
miles per hour. Pavement drop-off warning signs shall be placed in advance and
throughout the drop-off treatment.
Page 1-100 2021 Standard Specifications M 41-10
1-07 Legal Relations and Responsibilities to the Public
c. Temporary concrete barrier, temporary steel barrier, or other approved traffic
barrier installed on the traffic side of a drop-off is required to have a lateral
offset from the edge of the drop-off to the back of the barrier following the
offset distance shown in the plans. If the lateral offset distance is not shown in
the plans, provide lateral offsets as follows:
i. A minimum offset of 3-feet for temporary unanchored concrete barrier.
ii. A minimum offset of 1-foot for temporary anchored barrier.
iii. A minimum offset as shown on WSDOT Standard Plan K-80.35 when
anchoring temporary concrete barrier in accordance with the plan.
iv. A minimum offset in accordance with manufacturer recommendations for
temporary steel barrier.
If the buffer distance from the face of barrier to the traffic edge line is not
shown in the plans, provide an edge line a minimum of 2-feet from the face of
the barrier. An approved terminal, flare, or impact attenuator is required at the
approach end of the barrier run, and is required at the trailing end of a barrier
run in two-way operations when shown in the plans or as directed by the
Engineer. For night use, the barrier shall have retroreflective delineation.
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.
2021 Standard Specifications M 41-10 Page 1-101
Legal Relations and Responsibilities to the Public 1-07
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.
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
Page 1-102 2021 Standard Specifications M 41-10
1-07 Legal Relations and Responsibilities to the Public
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.
2021 Standard Specifications M 41-10 Page 1-103
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 RCW 19.28 or elevator
contractor license required by RCW 70.87, if applicable;
2. Have a certificate of registration in compliance with chapter RCW 18.27;
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:
Page 1-104 2021 Standard Specifications M 41-10
1-08 Prosecution and Progress
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.
All work that is not performed by the Contractor will be considered as subcontracting
except: (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.
The Contractor shall not use businesses (material suppliers, vendors, subcontractors, etc.)
with federal purchasing exclusions. Businesses with exclusions are identified using the
System for Award Management web page at www.SAM.gov.
On all projects, the Contractor shall certify to the actual amounts paid to all firms that
were used as Subcontractors, lower tier subcontractors, manufacturers, regular dealers,
or service providers on the Contract. This includes all Disadvantaged, Minority, Small,
Veteran or Women’s Business Enterprise firms. This Certification shall be submitted to
the Engineer on a monthly basis each month between Execution of the Contract and
Physical Completion of the Contract using the application available at: https://wsdot.
diversitycompliance.com. A monthly report shall be submitted for every month between
Execution of the Contract and Physical Completion regardless of whether payments were
made or work occurred.
The Contractor shall comply with the requirements of RCW 39.04.250, 39.76.011,
39.76.020, and 39.76.040, in particular regarding prompt payment to Subcontractors.
Whenever the Contractor withholds payment to a Subcontractor for any reason including
disputed amounts, the Contractor shall provide notice within 10 calendar days to the
Subcontractor with a copy to the Contracting Agency identifying the reason for the
withholding and a clear description of what the Subcontractor must do to have the
withholding released. Retainage withheld by the Contractor prior to completion of the
2021 Standard Specifications M 41-10 Page 1-105
Prosecution and Progress 1-08
Subcontractors work is exempt from reporting as a payment withheld and is not included
in the withheld amount. The Contracting Agency’s copy of the notice to Subcontractor for
deferred payments shall be submitted to the Engineer concurrently with notification to
the Subcontractor.
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) Prompt Payment, 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. Upon request, the Engineer will provide a copy of any or all progress payment
estimates, with regard to contract payments to any interested party to the project.
2. The Contractor shall make payment to the Lower Tier Subcontractor not later than
ten calendar days after receipt of payment for work satisfactorily completed by the
Lower Tier Subcontractor, to the extent of the Lower Tier Subcontractor’s interest
therein.
3. In the event the Contractor believes they have the right under the Contract or
Subcontract to withhold payment in part or whole from a Lower Tier Subcontractor
they shall provide immediate notification to that Lower Tier Subcontractor and the
Engineer. The notice shall include an accounting of payments to date, the value and
reason for the withheld amount, and an explanation of what must be done to have
the withheld amount released. The Lower Tier Subcontractor shall be paid within
eight calendar days after the Subcontractor completes the remedial action identified.
4. Every subcontract and lower tier subcontract shall have a dispute resolution process
incorporated for resolving issues between the parties to the subcontract, or one shall
be established as necessary.
5. If the parties agree, the Contracting Agency will make a third party neutral available
provided the parties to the dispute agree that the cost of doing so is split between
them.
6. The Engineer will withhold the same amount of funds from the Contractor as was
withheld if the issue is not resolved by the next progress estimate.
7. Failure by a Contractor or Subcontractor to comply with these requirements may
result in one or more of the following:
a. Reflected in the Prime Contractor’s Performance Evaluation.
b. Cancellation, termination or suspension of the Contract, in whole or in part.
c. Sanctions as provided by the Contract; subcontract; or by law under applicable
prompt payment statutes including RCW 39.04.250.
Page 1-106 2021 Standard Specifications M 41-10
1-08 Prosecution and Progress
8. The Subcontractor shall make a written request to the Contractor for the release of
the Subcontractor’s retainage or retainage bond.
9. Within 10 calendar days of the request, the Contractor shall determine if the
subcontract has been satisfactorily completed including any required lien releases,
documentation and material testing and shall inform the Subcontractor, in writing, of
the Contractor’s determination.
10. 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 calendar days from the date of the written notice. 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 10 calendar days after the
Subcontractor has satisfactorily completed the Work identified in the notice.
11. 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, and material
acceptance certifications to the extent that they relate to the Subcontractor’s Work.
12. If the Contractor fails to comply with the requirements of the Specification and the
Subcontractor’s retainage or retainage bond is wrongfully withheld, the Contractor
will be subject to the actions described in No. 7 listed above. The Subcontractor may
also 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 RCW 60.28.
2021 Standard Specifications M 41-10 Page 1-107
Prosecution and Progress 1-08
Payment
The Contractor shall 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.
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.
Total float belongs to the project and shall not be for the exclusive benefit of any party.
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.
Page 1-108 2021 Standard Specifications M 41-10
1-08 Prosecution and Progress
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 5
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
• Activity Duration
• Predecessor Activities
2021 Standard Specifications M 41-10 Page 1-109
Prosecution and Progress 1-08
• 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.
Page 1-110 2021 Standard Specifications M 41-10
1-08 Prosecution and Progress
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.
1-08.3(5) Payment
Payment will be made 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
Section 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.
2021 Standard Specifications M 41-10 Page 1-111
Prosecution and Progress 1-08
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 any of these holidays fall on a Sunday, the following Monday shall
be counted a nonworking 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
on the project at an earlier date, then Contract time shall begin on the first working day
when on-site 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.
Page 1-112 2021 Standard Specifications M 41-10
1-08 Prosecution and Progress
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 Engineer prior to
establishing a Completion Date:
a. Certified Payrolls (Federal-aid Projects)
b. Material Acceptance Certification Documents
c. Monthly Reports of Amounts Paid as MBE/WBE Participants, or Monthly
Reports of Amounts Credited as DBE Participation, as required by the
Contract Provisions
d. Final Contract Voucher Certification
e. Copies of the approved “Affidavit of Prevailing Wages Paid” for the Contractor
and all Subcontractors
f. A copy of the Notice of Termination sent to the Washington State Department
of Ecology (Ecology); the elapse of 30 calendar days from the date of receipt
of the Notice of Termination by Ecology; and no rejection of the Notice of
Termination by Ecology. This requirement will not apply if the Construction
Stormwater General Permit is transferred back to the Contracting Agency in
accordance with Section 8-01.3(16).
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.
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.
2021 Standard Specifications M 41-10 Page 1-113
Prosecution and Progress 1-08
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 safe, smooth, and unobstructed roadways and pedestrian access
routes for public use during the suspension (as required in Section 1-07.23 or the Special
Page 1-114 2021 Standard Specifications M 41-10
1-08 Prosecution and Progress
Provisions). This may include a temporary road, alternative pedestrian access route 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.
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.
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 effect 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
2021 Standard Specifications M 41-10 Page 1-115
Prosecution and Progress 1-08
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.
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.
Page 1-116 2021 Standard Specifications M 41-10
1-08 Prosecution and Progress
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.
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.
Accordingly, the Contractor agrees:
1. To pay the liquidated damages identified in the Special Provisions 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.
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,
2021 Standard Specifications M 41-10 Page 1-117
Prosecution and Progress 1-08
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, liquidated damages identified in the Special Provisions 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 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;
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.
Page 1-118 2021 Standard Specifications M 41-10
1-08 Prosecution and Progress
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
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
2021 Standard Specifications M 41-10 Page 1-119
Prosecution and Progress 1-08
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 1-120 2021 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.
2021 Standard Specifications M 41-10 Page 1-121
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.
Items of payment that have “Lump Sum” or “Force Account” in the Bid item of Work shall
have no specific unit of measurement requirement.
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.
Page 1-122 2021 Standard Specifications M 41-10
1-09 Measurement and Payment
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.
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 D1250).
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.
2021 Standard Specifications M 41-10 Page 1-123
Measurement and Payment 1-09
1-09.2 Weighing Equipment
1-09.2(1) General Requirements for Weighing Equipment
Unless specified otherwise, any Highway or bridge construction materials to be
proportioned or measured and paid for by weight shall be weighed on a scale.
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 built to prevent scale parts from binding, vibrating, or being displaced and to
protect all working parts from falling material, wind, and weather; and
5. 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.
Scale Operations – “Contractor-provided scale operations” are defined as operations
where a scale is set up by the Contractor specifically for the project and most, if not
all, material weighed on the scale is utilized for Contract Work. In this situation, the
Contractor shall provide a person to operate the project scale, write tickets, perform scale
checks and prepare reports.
“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. When a
commercial scale is used as the project scale, 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 Section 1-09.2(5));
3. Several times each day, the 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 WSDOT
Form 422-027 Scaleman’s Daily Report.
Page 1-124 2021 Standard Specifications M 41-10
1-09 Measurement and Payment
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 Contracting Agency
will provide item quantity tickets for scales that are not self-printing. 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 number 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. When requested by the
Engineer, the Contractor’s representative shall collect the tickets throughout the day and
provide them to the Engineer’s designated receiver, not later than the end of shift, for
reconciliation. Tickets for loads not verified as delivered will receive no pay.
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 concrete or hot mix asphalt shall not be used for batching other materials.
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.
2021 Standard Specifications M 41-10 Page 1-125
Measurement and Payment 1-09
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 once 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.
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 – The Engineer will verify the accuracy of each batch, hopper,
or platform scale. The frequency of verification checks will be such that at least one test
weekly is performed for each scale used in weighing contract items of Work.
Verification checks may not be routinely conducted for weighed material, whose proposal
quantity multiplied by the unit Bid price, has a value less than $20,000.
The verification will consist of one of the following methods and be at the Contractor’s
option:
1. Weigh a loaded truck on a separate certified platform scale designated by the
Contractor, for the purpose of scale verification.
Page 1-126 2021 Standard Specifications M 41-10
1-09 Measurement and Payment
2. Weigh a vehicle that weighs at least 10,000 pounds on a separate certified scale and
then check the project scale with it.
3. Establish a certified fixed load weighing at least 10,000 pounds as a check-weight.
The certification shall consist of an affidavit affirming the correct weight of the fixed
load.
Should the scale verification check reveal a weight difference of more than 0.5 percent,
a second scale verification check shall be performed immediately. If the weight
differences of both comparison checks exceed the 0.5-percent limit and the scale has
been overweighing, the Contractor shall immediately stop weighing and the scale shall
be recertified at the Contractor’s expense. If the weight difference of both comparison
checks exceed the 0.5 percent limit and the scale is underweighing, it shall be adjusted
immediately. Contractor will not be compensated for any loss from underweighing.
Belt Scales – 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.
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
Unless specified otherwise, 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.
The Contractor shall not be compensated for any loss from underweighing that is revealed
by scale verification checks.
If scale verification checks reveal that the scale is overweighing, then payment for
all material weighed since the last valid scale verification check will be 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 unless the
Contractor demonstrates to the satisfaction of the Engineer that the defect in the scale
was present for a lesser period of time.
2021 Standard Specifications M 41-10 Page 1-127
Measurement and Payment 1-09
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. Providing a weigher to operate a Contractor-provided scale;
3. Providing a weigher to operate 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;
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.
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.
Page 1-128 2021 Standard Specifications M 41-10
1-09 Measurement and Payment
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:
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;
2021 Standard Specifications M 41-10 Page 1-129
Measurement and Payment 1-09
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.
Page 1-130 2021 Standard Specifications M 41-10
1-09 Measurement and Payment
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 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 Sections 1-07.10 and 1-07.18, Business &
Occupation tax, and any other costs incurred, except paid sick leave. The Contracting
Agency will pay the Contractor an additional 2 percent of the sum of the costs
calculated for labor reimbursement to cover the cost of paid sick leave. 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.
2021 Standard Specifications M 41-10 Page 1-131
Measurement and Payment 1-09
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 Sections 1-07.10 and 1-07.18, Business &
Occupation tax, and any other costs incurred.
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
Sections 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 website at www.wsdot.wa.gov.
Page 1-132 2021 Standard Specifications M 41-10
1-09 Measurement and Payment
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” is a
work operation that is not typically done by worker classifications as defined by the
Washington State Department of Labor and Industries and by the Davis Bacon Act,
and therefore bills by invoice for work in road, bridge and municipal construction.
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 Sections 1-07.10 and 1-07.18, Business & Occupation tax, and any other
costs incurred.
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 Sections 1-07.10 and 1-07.18, Business & Occupation tax, and any other costs
incurred.
2021 Standard Specifications M 41-10 Page 1-133
Measurement and Payment 1-09
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.
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:
1. A change as defined in Section 1-04.4 has occurred and the provisions require a
payment adjustment.
2. A Contract item paid by force account requires Work that is normally included in a
lump sum Contract item. In such a case, the Work normally included in a lump sum
Contract item will be paid by force account under the force account Contract item.
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.
Page 1-134 2021 Standard Specifications M 41-10
1-09 Measurement and Payment
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.
2021 Standard Specifications M 41-10 Page 1-135
Measurement and Payment 1-09
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.
The Contractor shall submit a breakdown of the cost of lump sum Items to enable
the Engineer to determine the Work performed on a monthly basis. Lump sum item
breakdowns shall be submitted prior to the first progress payment that includes payment
for the Bid Item in question. A breakdown is not required for lump sum Items that include
a basis for incremental payments as part of the respective Specification. Absent a lump
sum breakdown, the Engineer will make a determination based on information available.
The Engineer’s determination of the cost of Work shall be final.
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. 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.
Page 1-136 2021 Standard Specifications M 41-10
1-09 Measurement and Payment
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).
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
2021 Standard Specifications M 41-10 Page 1-137
Measurement and Payment 1-09
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).
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 (in accordance with 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. For Hot Mix Asphalt, the Plan
quantity and quantity used will be adjusted for the quantity of Asphalt and quantity of
RAP or other materials incorporated into the mix. The Contracting Agency will determine
the actual amount of surplus material for reimbursement.
Page 1-138 2021 Standard Specifications M 41-10
1-09 Measurement and Payment
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 Engineer in accordance with Section 1-04.5. Unless noted otherwise in the
specifications, compliance with all the requirements of Section 1-04.5 is a condition
precedent to initiating any action pursuant to Section 1-09.11.
If the negotiations using the procedures outlined in Section 1-04.5 fail to provide
satisfactory resolution of the protest, then the Contractor shall provide the Engineer with
written notification of dispute stating that the Contractor will continue to pursue the
dispute in accordance with the provisions of Section 1-09.11. The written notification of
dispute shall be provided within 14 calendar days after receipt of the Engineer’s written
determination that the Contractor’s protest is invalid pursuant to Section 1-04.5. Should
the Contractor not provide written notification of dispute within the designated time
period, the Contractor shall be deemed to have waived any right to pursue the protest
further and the matter shall be considered resolved.
When the Proposal Form includes the Bid item “Disputes Review Board”, unresolved
protests shall be subject to the provisions of Section 1-09.11(1). Either party, Engineer or
Contractor, may refer a matter in dispute to the Disputes Review Board. Compliance with
the requirements of Section 1-09.11(1) is a condition precedent to any further right of the
Contractor to pursue the dispute either by certified claim or litigation/arbitration.
When the Proposal Form does not include the Bid item “Disputes Review Board”, the
Contractor’s written notification of dispute shall indicate whether the Contractor is
requesting to resolve the dispute through the use of a Disputes Review Board as outlined
in Section 1-09.11(1), or will submit a formal certified claim directly to the Engineer
pursuant to Section 1-09.11(2). If the Contractor requests a Disputes Review Board,
the Engineer will notify the Contractor in writing within 7 calendar days of receipt of
the request whether the request is acceptable. If both parties to the dispute agree to
use a Disputes Review Board, then a pay item “Disputes Review Board” will be added
to the Contract by change order and the dispute will be subject to the provisions of
Section 1-09.11(1). If the parties do not agree to establish a Disputes Review Board or
the Contractor does not request a Disputes Review Board in its written notification of
dispute, the Contractor shall comply with the provisions of Section 1-09.11(2).
Regardless of any protest or dispute, the Contractor shall proceed promptly with the
Work as the Engineer orders.
2021 Standard Specifications M 41-10 Page 1-139
Measurement and Payment 1-09
1-09.11(1) Disputes Review Board
The procedures set forth in Section 1-09.11(1) shall only apply when the Contract
includes the pay item “Disputes Review Board”.
1-09.11(1)A Disputes Review Board - General
In order to assist in the resolution of dispute(s) between the Contracting Agency and
the Contractor arising out of the work of this Contract, a Disputes Review Board,
hereinafter called the “Board”, will consider disputes referred to it and furnish written
recommendations to the Contracting Agency and Contractor to assist in resolution
of the dispute(s). 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.
1-09.11(1)B Disputes Eligible for Consideration by the Disputes Review Board
The Board shall consider and provide written recommendations concerning the following
disputes:
1. Interpretation of the Contract.
2. Entitlement to additional compensation and/or time for completion.
3. Other subjects mutually agreed by the Contracting Agency and Contractor to be a
Board issue.
1-09.11(1)C Board Member Qualifications
The following definitions apply for the purpose of setting forth experience and disclosure
requirements for Board members.
Financial ties - any ownership interest, loans, receivables or payables.
Party directly involved - The Contracting Agency or Contractor of this Contract.
Party indirectly involved - The firms associated with the Contractor on this Contract,
including joint venture partners, subcontractors of any tier, and suppliers; and firms
associated with the Contractor or the Contracting Agency on this Contract, such as
designers, architects, engineers, or other professional service firms or consultants.
The Board members shall:
1. Be experienced in the interpretation of construction contract documents.
2. Have attended training by the Dispute Resolution Board Foundation in dispute
resolution within the last five years.
3. Be experienced in construction Contract dispute resolution for an owner or
Contractor at the level of having responsibility and authority to settle disputes.
4. Be able to discharge their responsibilities impartially and independently, considering
the facts and conditions related to the matters under consideration in strict
compliance with the provisions of the Contract.
Page 1-140 2021 Standard Specifications M 41-10
1-09 Measurement and Payment
5. Not be a current employee of any party directly or indirectly involved.
6. Not have been an employee of any party directly or indirectly involved with the
Project within a period of one year of the Contract Execution date.
7. Not have a financial interest in the Contract except for payments for services on the
Board.
1-09.11(1)D Board Member Ongoing Responsibilities
While serving on the Disputes Review Board on this project:
1. Board members shall not participate in any discussion contemplating the creation of
an agreement or making an agreement with any party directly or indirectly involved
in the Contract regarding employment or fee-based consulting services, or any other
business arrangement after the Contract is completed.
2. Board members shall not officially give any advice to either party. The individual
members will act in a completely independent manner and will have no consulting
or business connections with either party, except for payments for services on
the Board.
3. During routine meetings of the Board as well as during formal hearings, Board
members shall refrain from expressing opinions on the merits of statements on
matters under dispute or potential dispute. Opinions of Board members expressed in
private sessions with other Board members should be kept strictly confidential.
4. The Board shall comply with the terms of the Contract and enforce such terms
consistent with the laws of the State of Washington. Board members shall not
supplant or otherwise interfere with the respective rights, authorities, duties and
obligations of the parties as defined in the Contract. In making its recommendations,
the Board shall not make a recommendation that ignores, disregards, or undermines
the intention, requirements, or allocation of risk, established by the Contract.
5. Throughout the life of the Contract, if Board members become aware of potential
conflicts of interest, they shall be disclosed to the parties immediately.
1-09.11(1)E Establishment of the Board
The Contracting Agency and Contractor shall meet prior to the start of Contract time to
jointly select three Board nominees. If the pay item, “Disputes Review Board” is added
by change order, the Contracting Agency and Contractor shall meet to select Board
nominees after the change order is processed.
The Contracting Agency and the Contractor shall provide to the Board nominees a list
of the firms directly and indirectly involved with the Project, including, but not limited
to designers, architects, engineers, professional service firms, consultants, JV partners,
subcontractors and suppliers, along with a listing of key personnel of each.
2021 Standard Specifications M 41-10 Page 1-141
Measurement and Payment 1-09
Board nominees shall provide to the Contractor and Contracting Agency the following
information within 21 calendar days of nomination. Board nominees that are included
on the Washington State Department of Transportation “Statewide Prequalified DRB
Candidate Roster” will not be required to submit resumes.
1. Resume showing:
a. Full name and contact information
b. Experience qualifying the person as a Board member as outlined in
Section 1-09.11(1)C.
c. Previous Board participation, if any. List each Board assignment separately,
indicating the name and location of the project, approximate dates of Board
service, name of Contracting Agency, name of Contractor, names of the other
Board members and the approximate number of disputes heard. When previous
Board experience is extensive, the list may be truncated at the prospective
Board member’s discretion.
2. Disclosure statement addressing the following:
a. Previous or current direct employment by one of the parties directly or
indirectly involved.
b. Previous or current engagement as a consultant to any party directly or
indirectly involved - by the prospective Board member or by the firm to which
the prospective Board member is directly employed.
c. Previous, current, or future financial ties to any of the parties directly or
indirectly involved.
d. Previous or current personal or professional relationships with a key member of
any party directly or indirectly involved.
e. Previous and current service as a Board member on projects where any of the
parties directly or indirectly involved in this Contract were also involved.
f. Any prior involvement in this project.
Within 14 calendar days of receiving the resumes and disclosure statements from the
Board nominees, the Contracting Agency and the Contractor shall review and jointly agree
on the final selection of the three members to serve on the Board. In the event that any
of the three nominees are not acceptable to either party, the process shall be repeated
until all positions are filled.
The Contracting Agency, the Contractor, and the Board shall execute the Three-Party
Agreement using WSDOT Form 134-091 not later than the first Board meeting.
The Board shall determine and notify the parties which Board member will act as the
Board chair.
Page 1-142 2021 Standard Specifications M 41-10
1-09 Measurement and Payment
1-09.11(1)E1 Disputes Review Board Candidates
The qualifications of some potential Board members have been reviewed and deemed
potentially acceptable by the Washington State Department of Transportation. This list
of potential Board members, Statewide Prequalified DRB Candidate Roster, is available
from the WSDOT Headquarters Construction Office website at https://www.wsdot.
wa.gov/business/construction/dispute-review-boards. Either party may propose a Board
nominee that is not on the WSDOT list. In either case, Board nominees must comply with
the requirements of Sections 1-09.11(1)C, 1-09.11(1)D, and 1-09.11(1)E, and every Board
member must be deemed acceptable by both the Contracting Agency and the Contractor.
1-09.11(1)E2 Replacement or Termination of a Board Member
Procedures for terminating Board members are defined in The Three-Party Agreement.
1-09.11(1)F Disputes Review Board Procedures - General
The Board, Contracting Agency, and Contractor may mutually develop rules of operation
of the Board that supplement the Three-Party Agreement. Such supplemental rules must
be in writing and accepted by the Board, Contracting Agency, and Contractor.
The Board members shall act impartially and independently in the consideration of facts
and conditions surrounding any dispute presented by the Contracting Agency or the
Contractor and that the recommendations concerning any such dispute are advisory.
The Contracting Agency and the Contractor shall furnish to the Board documents in
accordance with the Three-Party Agreement.
1-09.11(1)G Regular Disputes Review Board Meetings
All regular Board meetings will be held at or near the job site. The frequency of regular
meetings will be set by mutual agreement of the Board, the Contracting Agency and the
Contractor. Each regular meeting is expected to consist of a round table discussion and a
field inspection of the project site. A member of the Contracting Agency and Contractor
are expected to jointly facilitate the round table discussion. Round table discussion
attendees are expected to include selected personnel from the Contracting Agency and
the Contractor. The agenda for each meeting will be managed by the Board.
1-09.11(1)H Standard Procedure for Consideration of Disputes
1-09.11(1)H1 Dispute Referral
Disputes shall be referred in writing to the Board chair with a copy concurrently provided
to the other Board members and the other party.
1. The dispute referral shall concisely define the nature and specifics of the dispute that
is proposed to be considered by the Board and the scope of the recommendation
requested. This referral is not expected to contain a mutually agreed upon statement
of the dispute.
2021 Standard Specifications M 41-10 Page 1-143
Measurement and Payment 1-09
2. The Board chair shall confer with the parties to establish a briefing schedule for
delivering prehearing submittals/rebuttals, and a date, time, and location for
convening the Board for a hearing.
1-09.11(1)H2 Pre-Hearing Submittal
1. The Contracting Agency and the Contractor shall each prepare a pre-hearing
submittal and transmit both a hard copy and an electronic copy of it to all three
members of the Board and the other party. The pre-hearing submittal, comprising a
position paper with such backup data as is referenced in the position paper, shall be
tabbed, indexed, and the pages consecutively numbered.
2. Both position papers shall, at a minimum, contain the following:
a. A mutually agreed upon joint statement of the dispute and the scope of the
desired report being requested of the Board, placed at the beginning of the
papers. The language of this joint statement shall summarize in a few sentences
the nature of the dispute. If the parties are unable to agree on the wording of
the joint statement of dispute, each party’s position paper shall contain both
statements, and identify the party authoring each statement.
b. The basis and justification for the party’s position, with reference to Contract
language and other supporting documents for each element of the dispute.
In order to minimize duplication and repetitiveness, the parties may identify a
common set of documents that will be referred to by both parties, and submit
them in a separate package.
3. If requested by the Board or either party, the Contracting Agency and the Contractor
shall each prepare and submit a rebuttal paper in response the position paper of the
other party.
4. The number of copies, distribution requirements, and time for submittal will be
established by the Board and communicated to the parties by the Board chair.
1-09.11(1)H3 Disputes Review Board Hearings
1. The Contracting Agency will arrange for or provide hearing facilities at or near the
project site.
2. Attendance:
a. The Contracting Agency and the Contractor will have a representative at all
hearings.
b. The Contracting Agency and Contractor shall both limit attendance at the
hearing to personnel directly involved in the dispute and participants in the
good-faith negotiations that were conducted prior to submittal to the Board
except as noted elsewhere in this section.
c. At least 14 calendar days before the hearing, each party shall provide a list of
proposed attendees to the Board and to the other party. In the event of any
disagreement, the Board shall make the final determination as to who attends
the hearing.
Page 1-144 2021 Standard Specifications M 41-10
1-09 Measurement and Payment
d. Attorneys shall not attend hearings except as follows:
i. Attorneys are identified as such on the list of proposed attendees;
ii. All parties desiring their attorney present are able to do so.
iii. Attorneys shall not participate in the hearing, unless the scope and extent
of Attorney participation is mutually agreed to by the Contracting Agency,
Contractor and the Board at least 7 calendar days before the hearing.
e. For hearings regarding disputes involving a Subcontractor, the Contractor
shall require and ensure that each Subcontractor involved in the dispute
have present an authorized representative with actual knowledge of the
facts underlying the Subcontractor disputes.
3. A party furnishing written evidence or documentation of any kind to the Board must
furnish copies of such information to the other party and the Board a minimum of
21 calendar days prior to the date the Board sets to convene the hearing for the
dispute, unless otherwise mutually agreed to by the parties and the Board. Either
party shall produce such additional evidence as the Board may deem necessary and
furnish copies to the other party prior to submittal to the Board.
4. The conduct of the hearing shall be established by the Board and be generally
consistent with the following guidelines:
a. The party who referred the dispute to the Board shall present first, followed by
the other party.
b. To assure each party a full and adequate opportunity to present their position,
both parties shall be allowed successive rebuttals and to rebut the opposing
party’s position until, in the Board’s opinion, all aspects of the dispute have
been fully and fairly covered.
c. The Board shall be fully prepared to, and may at any time, ask questions,
request clarifications, or ask for additional data, documents, and/or job records.
d. Either party may request that the Board direct a question to, or request a
clarification from the other party. The Board shall determine at what point
in the proceedings such requests may be made and if they will be granted. In
general, the Board will not allow one party to be questioned directly by the
other party.
e. In difficult or complex cases, additional hearings may be necessary to facilitate
full consideration and understanding of the dispute.
f. The Board, in its discretion, may allow introduction of arguments, exhibits,
handouts, or documentary evidence that were not included in that party’s
prehearing position paper or rebuttal and have not been previously submitted
to the other party. In such cases the other party will be granted time to review
and prepare a rebuttal to the new material, which may require a continuation of
the hearing.
2021 Standard Specifications M 41-10 Page 1-145
Measurement and Payment 1-09
5. After the hearing is concluded, the Board shall meet in private and reach a
conclusion supported by two 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, facts,
and circumstances involved in the dispute. The Contract shall be interpreted and
construed in accordance with the laws of the State of Washington.
1-09.11(1)H4 Failure to Prepare a Pre-Hearing Submittal or Attend a
Hearing
In the event that either party fails to deliver a pre-hearing submittal by the date
established by the Board, the Board shall, at its discretion, determine whether the hearing
shall proceed as originally scheduled, or allow additional time for the submittal and/or
reschedule the hearing. On the final date and time established for the hearing, the Board
shall proceed with the hearing utilizing the information that has been submitted.
In the event that representatives of either the Contracting Agency or the Contractor fail
to appear at the appointed time of a hearing, the Board shall postpone the hearing until
such time as representatives from both parties are available to proceed with the hearing.
1-09.11(1)H5 Use of Outside Experts
1. By the Contracting Agency or the Contractor:
a. A party intending to offer an outside expert’s analysis at the hearing shall
notify the other party and the Board in writing no less than 30 calendar days
prior to the due date for delivering the pre-hearing submittal, and provide the
following disclosure:
i. The expert’s name and a general statement of the area of the dispute that
will be covered by his or her testimony.
ii. A statement prepared by the proposed expert which addresses the
requirements of Section 1-09.11(1)E, item 2.
iii. A statement prepared by the proposed expert which identifies the
experience and training which qualifies them as an expert.
b. Upon receipt of the disclosure, the other party shall have the opportunity to
secure the services of an outside expert to address or respond to those issues
that may be raised by the other party’s outside expert. The notification and
disclosure requirement shall be the same as that specified elsewhere in this
section, except the time requirement is 21 calendar days.
2. By the Board:
a. When requested by the Board and subject to approval of the parties, outside
experts may be needed to assist the Board. In such cases, the outside expert
shall in no way be deemed authorized to usurp the Board’s authority to issue
the Board recommendations. Such authority shall remain vested solely in
the Board.
Page 1-146 2021 Standard Specifications M 41-10
1-09 Measurement and Payment
b. Prior to arranging for outside experts, the Board shall obtain prior approval from
the Contracting Agency and the Contractor by providing:
i. A statement explaining why the expert assistance is needed.
ii. An estimate of the cost of the expert assistance.
iii. The expert’s name and a general statement of the area of expertise they
will provide.
iv. A statement prepared by the proposed expert which addresses the
requirements of Section 1-09.11(1)E, item 2.
v. A statement prepared by the proposed expert which identifies the
experience and training which qualifies them as an expert.
vi. A confidentiality statement, consistent with the confidentiality obligations
of the Board described in the Three Party Agreement, executed by the
proposed expert.
1-09.11(1)H6 Disputes Review Board Report
The Board’s recommendations shall be formalized in a written report signed by all Board
members. The recommendations shall be based on the Contract Provisions and the facts
and circumstances involved in the dispute. The report should include a description of
the dispute, statements of each party’s position, findings as to the facts of the dispute,
discussion and rationale for the recommendation(s), and the recommendation(s). The
report shall be submitted concurrently to the parties, as soon as possible after completion
of the hearing as agreed by all parties.
Either party may request clarification of a report within 14 calendar days following
receipt of the report. Within a reasonable period of time, the Board shall provide written
clarification to both parties. Requests for clarification shall be submitted in writing
simultaneously to the Board and the other party.
Either party may request reconsideration of a report, provided:
1. The request is made within 14 calendar days following receipt of the report, and
2. New information is obtained or developed that was not known at the time of the
hearing or, in the party’s opinion, the Board misunderstood or failed to consider
pertinent facts of the dispute.
Requests for reconsideration shall be submitted in writing simultaneously to the Board
and the other party. The Board shall give the party not requesting reconsideration
the option of submitting a rebuttal to any information that is the basis of the request
for reconsideration. The Board shall provide a written response to the request for
reconsideration.
2021 Standard Specifications M 41-10 Page 1-147
Measurement and Payment 1-09
1-09.11(1)H7 Acceptance of Disputes Review Board Recommendations
Within 30 calendar days of receiving the Board’s report, or within 14 calendar days of
receiving the Board’s written clarification and/or reconsideration, 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.
If the Board’s assistance does not lead to resolution of the dispute, the Contractor must
file a claim according to Section 1-09.11(2) before seeking any form of judicial relief.
In the event the Board’s recommendations do not lead to resolution of the dispute,
the Board’s recommendation consisting solely of the Board’s written report and any
written minority reports, along with the Board’s written clarifications and written
responses to requests for reconsideration, if any, will be admissible in any subsequent
dispute resolution proceedings including, but not limited to litigation/arbitration. The
aforementioned list of documentation shall be considered all inclusive.
1-09.11(1)I Vacant
1-09.11(1)J Payment for the Disputes Review Board
The Contracting Agency and Contractor shall share equally in the cost of the Board’s
services and all operating expenses of the Board. The Board members’ compensation shall
be in accordance with the Three Party Agreement. After the Contractor and Contracting
Agency review invoices from the Board and other operating expenses of the Board, the
Contractor shall make full payment for all Board members and Board operating payments,
under the pay item “Disputes Review Board”.
The Contractor and the Contracting Agency shall equally bear the cost of the services
of the outside expert hired to advise the Board. Outside experts hired to advise the
Board shall Contract directly with the Contractor after concurrence from the Board and
approval from the Contracting Agency. Invoices for these services shall be submitted by
the expert to both the Contractor and Contracting Agency for approval by both parties.
The Contractor shall pay approved invoices in full, and the Contracting Agency will
reimburse the Contractor for fifty percent of such payments, under the Bid item “Disputes
Review Board”.
The cost for securing outside expert services for the Contracting Agency or the
Contractor shall be borne by the party securing such services.
The Contracting Agency will provide administrative services, such as conference facilities
and copying services, to the Board and the Contracting Agency will bear the costs for
these services.
Page 1-148 2021 Standard Specifications M 41-10
1-09 Measurement and Payment
1-09.11(1)K Indemnification of Disputes Review Board Members
The Contracting Agency and Contractor shall indemnify and hold harmless the
Board members from and against all claims, damages, losses and expenses, including
but not limited to attorney’s fees arising out of and resulting from the actions and
recommendations of the Board.
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 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 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.
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.
2021 Standard Specifications M 41-10 Page 1-149
Measurement and Payment 1-09
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);
(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.
Page 1-150 2021 Standard Specifications M 41-10
1-09 Measurement and Payment
10. A notarized statement shall be submitted to the Engineer containing the following
language:
Under the penalty of law for perjury or falsification, the undersigned,
____________________________, ______________________________
(name) (title)
of _________________________________________________________
(company)
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
2021 Standard Specifications M 41-10 Page 1-151
Measurement and Payment 1-09
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.
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.
Page 1-152 2021 Standard Specifications M 41-10
1-09 Measurement and Payment
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.
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.
2021 Standard Specifications M 41-10 Page 1-153
Measurement and Payment 1-09
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 and 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.
Page 1-154 2021 Standard Specifications M 41-10
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 Construction Industry Arbitration Rules and Mediation
Fast Track Procedures shall be used for claims with an amount less than $75,000.
2. The current version of the Construction Industry Arbitration Rules and Mediation
Regular Track Procedures shall be used for claims with an amount equal to or greater
than $75,000 and less 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 and 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.
2021 Standard Specifications M 41-10 Page 1-155
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 5
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.
Page 1-156 2021 Standard Specifications M 41-10
1-10 Temporary Traffic Control
1-10 Temporary Traffic Control
1-10.1 General
Temporary traffic control refers to the control of all types of traffic, including vehicles,
bicyclists, and pedestrians (including pedestrians with disabilities). 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
Traffic Cones 9-35.9
Tubular Markers 9-35.10
Warning Lights and Flashers 9-35.11
Transportable 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 and all other personnel required for labor for
traffic control activities that are 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 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 keep lanes, on-ramps, and off-ramps, open to traffic at all times
except when Work requires closures. Ramps shall not be closed on consecutive
interchanges at the same time, unless approved by the Engineer. Lanes and ramps shall
be closed for the minimum time required to complete the Work. When paving hot mix
asphalt the Contractor may apply water to the pavement to shorten the time required
before reopening to traffic.
2021 Standard Specifications M 41-10 Page 1-157
Temporary Traffic Control 1-10
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.
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 work zone. 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 work zone 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.
Page 1-158 2021 Standard Specifications M 41-10
1-10 Temporary Traffic Control
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 by one of the organizations listed in the
Special Provisions. Possession of a current Washington State 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.
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 work zones
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 M 24-01 the most current edition of the Public
Rights-of-Way Accessibility Guidelines (PROWAG), which can be downloaded from
the United States Access Board website at www.access-board.gov/prowac under
Revised Draft Guidelines (2005), and applicable standards and Specifications
available at all times on the project.
2021 Standard Specifications M 41-10 Page 1-159
Temporary Traffic Control 1-10
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 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, the most current edition of
the PROWAG, 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 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.
Page 1-160 2021 Standard Specifications M 41-10
1-10 Temporary Traffic Control
3. Preparing a daily traffic control diary on each day that traffic control is performed
using WSDOT Form 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.
7. Ensuring that all pedestrian routes or access points, existing or temporary, are kept
clear and free of obstructions and that all temporary pedestrian routes or access
points are detectable and accessible to persons with disabilities as provided for in
the approved Plans.
The TCS may perform the Work described in Section 1-10.3(1)A Flaggers 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, and
other traffic control devices are shown on the traffic control plan(s) except for emergency
situations. If the Contractor proposes adding the use of flaggers to a plan, 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, for vehicles, bicyclists, or pedestrians, the
Contractor shall either: (1) submit a Type 1 Working Drawing designating and adopting, in
writing, the traffic control plan or plans from the Contract documents that support that
method; or (2) submit a Type 2 Working Drawing consisting of the 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, and other traffic control devices required to support the Work. Any
2021 Standard Specifications M 41-10 Page 1-161
Temporary Traffic Control 1-10
Contractor-proposed traffic control plan shall conform to the established standards for
plan development as shown in the MUTCD, Part 6 and the most current edition of the
PROWAG. The Contractor shall be solely responsible for submitting any proposed traffic
control plan or modification, obtaining the Engineer’s acceptance and providing copies of
the accepted 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 (in
accordance with WAC 468-95) of the MUTCD, published by the U.S. Department of
Transportation, and the 2005 draft version of the Public Rights-of-Way Accessibility
Guidelines (PROWAG) https://www.access-board.gov/guidelines-and-standards/streets-
sidewalks/public-rights-of-way/background/revised-draft-guidelines. 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, VA 22406-1022.
In addition to the standards of the MUTCD described above, the Contracting Agency
enforces crashworthiness requirements for most work zone devices. The AASHTO
Manual for Assessing Safety Hardware (MASH) has superseded the National Cooperative
Highway Research Project (NCHRP) Report 350 as the established requirements for crash
testing. Temporary traffic control devices manufactured after December 31, 2019 shall be
compliant with the 2016 edition of the Manual for Assessing Safety Hardware (MASH 16)
crash test requirements, as determined by the Contracting Agency, except as follows:
1. In situations where a MASH 16 compliant traffic control device does not exist and
there are no available traffic control devices that were manufactured on or before
December 31, 2019, then a traffic control device manufactured after December 31,
2019 that is compliant with either NCHRP 350 or the 2009 edition of the Manual
for Assessing Safety Hardware (MASH 09) is allowed for use with approval of
the Engineer.
2. Temporary traffic control devices that were manufactured on or before
December 31, 2019, and were successfully tested to National Cooperative Highway
Research Program (NCHRP) Report 350 or MASH 09 may continue to be used on
WSDOT projects throughout their normal service life.
3. Small and lightweight channelizing and delineating devices, including cones, tubular
markers, flexible delineator posts, and plastic drums, shall meet the requirements of
either NCHRP 350, MASH 09, or MASH 16, as determined by the manufacturer of
the device.
4. A determination of crashworthiness for acceptance of trailer-mounted devices such
as arrow displays, temporary traffic signals, area lighting supports, and portable
changeable message signs is currently not required.
Page 1-162 2021 Standard Specifications M 41-10
1-10 Temporary Traffic Control
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.
1-10.3 Traffic Control Labor, Procedures, and Devices
1-10.3(1) Traffic Control Labor
The Contractor shall furnish all personnel for flagging, 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 vehicular,
bicycle, and pedestrian 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
Flaggers shall be posted where shown on approved Traffic Control Plans or where
directed by the Engineer. All flaggers 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.).
2021 Standard Specifications M 41-10 Page 1-163
Temporary Traffic Control 1-10
The Contractor shall furnish Stop/Slow paddles conforming to the requirements of
Section 9-35.1 for all flagging operations.
1-10.3(1)B Other Traffic Control Labor
In addition to flagging 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.
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 work zone 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 accepted traffic control plan.
The Contractor shall submit Type 2 Working Drawings consisting of 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.
Page 1-164 2021 Standard Specifications M 41-10
1-10 Temporary Traffic Control
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.
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. If the Plans show a portable changeable message sign, it 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 transportable 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 transportable attenuator/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 transportable 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.
2021 Standard Specifications M 41-10 Page 1-165
Temporary Traffic Control 1-10
Channelization devices shall not be moved by traffic control personnel across an open
lane of traffic. If an existing setup or staging of traffic control devices require crossing an
open lane of traffic, the traffic control devices shall be taken down completely and then
set up in the new configuration.
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 transportable attenuator, with arrow board, shall be
positioned and maintained at a fixed distance upstream of the Work. A shadow vehicle,
with transportable attenuator shall be positioned and maintained immediately upstream
of the Work.
1-10.3(2)E Patrol and 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.
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
Traffic control devices, including signs, 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.
Requirements for pedestrian traffic control devices are addressed in the MUTCD.
Page 1-166 2021 Standard Specifications M 41-10
1-10 Temporary Traffic Control
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 the 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 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 top of ballast 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.
2021 Standard Specifications M 41-10 Page 1-167
Temporary Traffic Control 1-10
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. A sequential arrow
sign is required for all lane closure tapers on a multilane facility. A separate sequential
arrow sign shall be used for each closed lane. The arrow sign shall not be used to laterally
shift traffic. When used in the caution mode, the four corner mode shall be used.
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
(PCMS). A PCMS shall be placed behind a barrier or guardrail whenever possible, but
shall at a minimum provide 4 feet of lateral clearance to edge of travelled lane and be
delineated by channelization devices. The Contractor shall remove the PCMS from the
clear zone when not in use unless protected by barrier or guardrail.
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 Vacant
Page 1-168 2021 Standard Specifications M 41-10
1-10 Temporary Traffic Control
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 Transportable Attenuator
Where shown on an approved traffic control plan or where ordered by the Engineer,
the Contractor shall provide, operate, and maintain transportable impact attenuators
consistent with the requirements of Section 9-35.12. These attenuators shall be available,
on-site, for the entire duration of their projected use.
The transportable attenuator shall be positioned to separate and protect construction
work zone activities from normal traffic flow.
During use, the attenuator shall be in the full down-and-locked position. For stationary
operations, the host vehicle’s parking brake shall be set.
A transportable attenuator 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.
2021 Standard Specifications M 41-10 Page 1-169
Temporary Traffic Control 1-10
This use of a transportable attenuator is restricted to a maximum of 3 days or approved
extension by the 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 a Type 2 Working Drawing consisting of the manufacturer’s
specifications for the portable temporary traffic control signal. 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 allowed by the Engineer.
Maximum length between signal heads shall be 1,500 feet unless otherwise shown on the
Plans or ordered by the Engineer in accordance with Section 1-04.4.
The Engineer or designee will inspect the signal system at initial installation/operation and
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 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.
Page 1-170 2021 Standard Specifications M 41-10
1-10 Temporary Traffic Control
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.
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.
“Flaggers” will be measured by the hour. Hours will be measured for each flagging 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.
2021 Standard Specifications M 41-10 Page 1-171
Temporary Traffic Control 1-10
• 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, 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.
“Transportable Attenuator” will be measured per each one time only for each host vehicle
with mounted or attached impact attenuator used on the project. The final pay quantity
shall be the maximum number of transportable attenuators in place at any one time.
“Operation of Transportable Attenuator” will be measured by the hour for each
transportable attenuator manned and operated. Manned and operated shall be when the
transportable attenuator has an operator and is required to move, in operating position,
with the construction operation or when moving the transportable attenuator from one
position to another on the project.
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.
Page 1-172 2021 Standard Specifications M 41-10
1-10 Temporary Traffic Control
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 Work defined in Section 1-10.2(1)B.
“Pedestrian Traffic Control”, lump sum.
The lump sum Contract payment shall be full compensation for all costs incurred by the
Contractor in performing the Work for pedestrian traffic control defined in Section 1-10.
“Flaggers”, 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 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 Work specified 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 incurred by the
Contractor in performing the 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.
2021 Standard Specifications M 41-10 Page 1-173
Temporary Traffic Control 1-10
“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 incurred by the
Contractor in performing the Work described in Section 1-10.3(3)B.
“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 incurred by the
Contractor in performing the Work for procuring all portable changeable message signs
required for the project and for transporting these signs to and from the project.
“Transportable 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 incurred by
the Contractor in performing the Work described in Section 1-10.3(3)J except for costs
compensated separately under the items “Operation of Transportable Attenuator” and
“Repair Transportable Attenuator”.
“Operation of Transportable 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 incurred by the
Contractor in performing the Work for operating transportable attenuators on the project.
“Repair Transportable Attenuator”, by force account.
All costs of repairing or replacing transportable 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
Transportable Attenuator” and has entered the amount in the Proposal to become a
part of the total Bid by the Contractor. Transportable 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 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 payment shall be full compensation for all costs incurred by
the Contractor in performing the 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.
Page 1-174 2021 Standard Specifications M 41-10
1-10 Temporary Traffic Control
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.
2021 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
The Contractor shall meet all requirements of state, county, and municipal regulations
regarding health, safety, and public welfare in the disposal of all usable material and
debris.
The Contractor shall dispose of all debris by one or more of the disposal methods
described below.
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 (WAC). No commercial open burning shall be
conducted without authorization from the Washington State Department of Ecology or
the appropriate local air pollution control authority. All burning operations shall be strictly
in accordance with these authorizations.
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 2021 Standard Specifications M 41-10
2-01 Clearing, Grubbing, and Roadside Cleanup
2-01.2(3) Disposal Method No. 3 – Chipping
Wood chips may be disposed of on-site in accordance with the following:
1. Chips shall be no larger than 6 square inches and no thicker than ½ inch.
2. Chips shall be disposed outside of sensitive areas, and in areas that aren’t in conflict
with permanent Work.
3. Chips shall not be incorporated into the embankment but may be spread on slopes
where feasible at depths no greater than 2 inches.
4. Chips shall be tractor-walked into the ground.
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 and are in a
location that will not be terraced as described in Section 2-03.3(14):
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.
2021 Standard Specifications M 41-10 Page 2-3
Clearing, Grubbing, and Roadside Cleanup 2-01
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 3.
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.
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.
Page 2-4 2021 Standard Specifications M 41-10
2-01 Clearing, Grubbing, and Roadside Cleanup
2-01.4 Measurement
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 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.
2021 Standard Specifications M 41-10 Page 2-5
Removal of Structures and Obstructions 2-02
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 to 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.
Page 2-6 2021 Standard Specifications M 41-10
2-02 Removal of Structures and Obstructions
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.
2-02.3(2)A Bridge and Structure Removal
2-02.3(2)A1 Bridge Demolition Plan Submittal
The Contractor shall submit a Type 2E Working Drawing consisting of a bridge demolition
plan, showing the method of removing the existing bridge(s), or portions of bridges, as
specified.
The bridge demolition plan shall show all equipment, sequence of operations, and
details required to complete the work, including containment, collection, and disposal
of all debris. The plan shall include a crane foundation stability analysis and crane load
calculations, including all dead load and rigging for the Work. The plan shall detail
the containment, collection, and disposal of all debris. The plan shall show all stages
of demolition.
When the bridge removal work includes removal of a truss or other steel span, and
when the Contractor’s removal method involves use of a crane or cranes to pick, lift,
and remove the truss or steel span, the Contractor shall confirm the dead load weight
prior to beginning the removal operation. The operation of confirming the dead load
shall be performed at both ends of the span or at all existing support locations, and shall
ensure that the span is broken free of its support bearings. The Contractor’s method of
confirming the dead load, whether by hydraulic jacks or other means, shall be included
in the Contractor’s bridge demolition plan submittal. Verification of dead load may be
waived with Engineer’s concurrence if the calculated lifting weight is less than 20 tons
and is less than half the safe working load of the selected crane.
When the bridge removal work involves removing portions of existing concrete without
replacement, the methods and tools used to achieve the smooth surface and profile
specified in Section 2-02.3(2)A2 shall be included in the Contractor’s bridge demolition
plan submittal.
2021 Standard Specifications M 41-10 Page 2-7
Removal of Structures and Obstructions 2-02
2-02.3(2)A2 Removing Portions of Existing Concrete
Care shall be taken in removing concrete to prevent overbreakage or damage to portions
of the existing Structure which are to remain. Before concrete removal begins, a saw cut
shall be made into the surface of the concrete at the perimeter of the removal limits.
The saw cut shall be ¾-inch deep when the steel reinforcement is to remain, and may be
deeper when the steel reinforcement is removed with the concrete.
Where existing steel reinforcing bars are specified in the Plans to be saved, use of power
driven tools to remove the strip or zone of concrete encapsulating these bars is restricted
as follows:
1. Jack hammers not heavier than the nominal 30-pound class.
2. Chipping hammers not heavier than the nominal 15-pound class.
No other power driven equipment shall be used to remove the portion of existing
concrete specified for removal where existing steel reinforcing bars are specified to
be saved. The power driven tools shall be operated at angles less than 45-degrees as
measured from the surface of the concrete to the tool.
Concrete shall be completely removed (exposing the deformed surface of the bar) from
existing steel reinforcing bars which extend from the existing members and are specified
to remain. Steel reinforcing bars that are not designated to remain shall be cut a minimum
of 1-inch behind the final surface. The void left by removal of the steel reinforcing bar
shall be filled with mortar conforming to Section 9-20.4(2). The mortar shall match the
color of the existing concrete surface as nearly as practicable.
The Contractor shall roughen, clean, and saturate existing concrete surfaces, against
which fresh concrete will be placed, in accordance with Section 6-02.3(12)B. When a
portion of existing concrete is to be removed without replacement, concrete shall be
removed to a clean line with a smooth surface of less than 1/16 inch profile.
2-02.3(2)A3 Use of Explosives for Bridge Demolition
Explosives shall not be used for bridge demolition, except as specifically allowed by the
Special Provisions.
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.
Page 2-8 2021 Standard Specifications M 41-10
2-02 Removal of Structures and Obstructions
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 concrete pavement
removal, a second vertical full depth relief saw cut offset 12 to 18 inches from and
parallel to the initial saw cut is also required, unless the Engineer allows 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 Vacant
2-02.5 Payment
Payment shall be made for the following Bid item when it is included in the Proposal:
“Removal of Structures and Obstructions”, 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.
“Removing Existing Bridge___”, lump sum.
“Removing Existing Structure___”, lump sum.
“Removing Portion of Existing Bridge___”, lump sum.
“Removing Portion of Existing Structure___”, lump sum.
2021 Standard Specifications M 41-10 Page 2-9
Roadway Excavation and Embankment 2-03
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 includes the removal of
pavement, sidewalks, curbs and gutters as described in Section 2-02 when these items lie
within an excavation area.
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 material from areas inside or outside the Right of Way and/or from
widening one or both sides of existing cuts as determined by the Engineer. 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 determines to widen it, the Contracting Agency will
pay for the resloping as provided in Section 1-04.4. In addition, material obtained from
areas beyond the cuts shown in the Plans that result in additional haul will be paid by the
Contracting Agency as provided in Section 1-04.4.
Page 2-10 2021 Standard Specifications M 41-10
2-03 Roadway Excavation and Embankment
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 Type 2 Working Drawing consisting
of a blasting plan. 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.
2021 Standard Specifications M 41-10 Page 2-11
Roadway Excavation and Embankment 2-03
4. 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 allowed 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 accepts 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.
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 acceptance 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
Page 2-12 2021 Standard Specifications M 41-10
2-03 Roadway Excavation and Embankment
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 allowed by the Engineer.
Bulk ammonium nitrate and fuel oil (ANFO) shall not 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 submitted as a
Type 1 Working Drawing.
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.
q. Production blast holes shall not be drilled closer than 6 feet to the controlled
blast line, unless otherwise allowed 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 otherwise
allowed 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.
2021 Standard Specifications M 41-10 Page 2-13
Roadway Excavation and Embankment 2-03
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 Plans. 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.
Page 2-14 2021 Standard Specifications M 41-10
2-03 Roadway Excavation and Embankment
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.
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
sites before any waste is hauled off the project. The Contractor shall submit a Type
1 Working Drawing consisting of copies of the permits and approvals for any disposal
sites to be used. The cost of any such permits and approvals shall be included in the Bid
prices for other Work.
2021 Standard Specifications M 41-10 Page 2-15
Roadway Excavation and Embankment 2-03
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.
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.
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.
Page 2-16 2021 Standard Specifications M 41-10
2-03 Roadway Excavation and Embankment
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).
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.
2021 Standard Specifications M 41-10 Page 2-17
Roadway Excavation and Embankment 2-03
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 – The Contractor shall terrace the original ground or embankment when
the slope of the surface is 2H:1V or steeper unless otherwise directed by the Engineer.
The face of each terrace shall be a minimum of 1 foot and a maximum of 5 feet in
height and shall be vertical or near vertical as required to remain stable during material
placement and compaction. The bench of the terrace shall slope outward to drain and
shall not be inclined steeper than 0.05 foot per foot. Terraces damaged during work shall
be reestablished. 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.
Page 2-18 2021 Standard Specifications M 41-10
2-03 Roadway Excavation and Embankment
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 mph, and the speed of vibratory
rollers to no more than 1½ mph.
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.
2021 Standard Specifications M 41-10 Page 2-19
Roadway Excavation and Embankment 2-03
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.
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.
Page 2-20 2021 Standard Specifications M 41-10
2-03 Roadway Excavation and Embankment
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 – The Contractor shall adjust moisture content during compaction to
produce a firm, stable and unyielding embankment. The embankment shall be free from
pumping and rutting due to excessive moisture and is the Contractor’s responsibility to
manage and adjust as necessary.
The Contracting Agency will consider all costs for drying embankment material to be
incidental to other Work, including excessive moisture due to inclement weather. 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.
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 includes pumping, rutting or lateral displacement of
embankment. The Contractor shall also alter hauling equipment or procedures to prevent
further damage.
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 T 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 T 606.
In place density will be determined using Test Methods FOP for AASHTO T 310 and
WSDOT SOP 615.
2021 Standard Specifications M 41-10 Page 2-21
Roadway Excavation and Embankment 2-03
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).
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 Vacant
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).
Page 2-22 2021 Standard Specifications M 41-10
2-03 Roadway Excavation and Embankment
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.
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.
The Contractor shall submit a Type 2 Working Drawing consisting of 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.
2021 Standard Specifications M 41-10 Page 2-23
Roadway Excavation and Embankment 2-03
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 shall be brought up in layers and
compacted concurrently. The difference in backfill height against each abutment shall not
exceed 2 feet unless otherwise allowed by the Engineer.
The Contractor may request to place the abutment backfill (either full or partial height)
prior to placement of the Superstructure by submitting Type 2E Working Drawings
consisting of calculations confirming 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 Sections 2-03.3(14)C and 2-03.3(14)D.
Page 2-24 2021 Standard Specifications M 41-10
2-03 Roadway Excavation and Embankment
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 Sections 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 in
accordance with the requirements for hillside terraces in Section 2-03.3(14). 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.
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.
2021 Standard Specifications M 41-10 Page 2-25
Roadway Excavation and Embankment 2-03
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 mph 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 mph or more.
4. Heavy-Duty Self-Propelled, Rotary Pulverizer – This machine shall have paddles
attached to a transverse shaft. It shall travel 1½ mph 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.
Page 2-26 2021 Standard Specifications M 41-10
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.
2-03.3(19) Removal of Pavement, Sidewalks, Curbs, and Gutters
The requirements of Section 2-02.3(3) shall also apply when pavements, sidewalks, curbs,
and gutters lie within an excavation.
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.
2021 Standard Specifications M 41-10 Page 2-27
Roadway Excavation and Embankment 2-03
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, wall 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 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 Section
2-03.3(14)C.
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 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.
Page 2-28 2021 Standard Specifications M 41-10
2-03 Roadway Excavation and Embankment
“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.
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.
2021 Standard Specifications M 41-10 Page 2-29
Roadway Excavation and Embankment 2-03
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.
Page 2-30 2021 Standard Specifications M 41-10
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 Haul
2021 Standard Specifications M 41-10 Page 2-31
2-04.5 Payment
Payment will be made for the following Bid item when it is included in the Proposal:
“Haul”, per unit.
Haul 2-04
Page 2-32 2021 Standard Specifications M 41-10
2-05 Vacant
2-05 Vacant
2021 Standard Specifications M 41-10 Page 2-33
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.
Page 2-34 2021 Standard Specifications M 41-10
2-06 Subgrade Preparation
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 of maximum 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.
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.
2021 Standard Specifications M 41-10 Page 2-35
Subgrade Preparation 2-06
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.
Page 2-36 2021 Standard Specifications M 41-10
2-07 Watering
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 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.
2021 Standard Specifications M 41-10 Page 2-37
Vacant 2-08
2-08 Vacant
Page 2-38 2021 Standard Specifications M 41-10
2-06 Subgrade Preparation
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:
Cement 9-01
Fine Aggregate for 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 WAC 296-155 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.
2021 Standard Specifications M 41-10 Page 2-39
Subgrade Preparation 2-06
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 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.
Page 2-40 2021 Standard Specifications M 41-10
2-06 Subgrade Preparation
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 D4832;
Unit weight, yield, and air content – ASTM D6023;
Slump – FOP for AASHTO T 119.
The water/cement ratio shall be calculated on the total weight of cementitious material.
Cementitious materials are those listed in Section 5-05.2.
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 C869.
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.
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.
2021 Standard Specifications M 41-10 Page 2-41
Subgrade Preparation 2-06
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,
precast reinforced concrete three sided structure footings, geosynthetic retaining
walls, structural earth walls, sign structure footings, pile or drilled shaft caps, seals,
wingwall footings, precast reinforced concrete box culverts, precast reinforced
concrete split box culverts, detention vaults, and noise barrier wall footings 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 2-42 2021 Standard Specifications M 41-10
2-06 Subgrade Preparation
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 acceptable to the Engineer.
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.
2021 Standard Specifications M 41-10 Page 2-43
Subgrade Preparation 2-06
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.
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.
The excavation height (Ht) shall be calculated within a vertical plane as the difference
between the lowest elevation in the excavation and the highest elevation of the
ground surface immediately adjacent to the excavation. Pavement thickness and
other surface treatments existing at the time of the excavation shall be included in the
height calculation.
Submittals and Design Requirements
Excavations 4-feet and less in height do not require design and submittals. The Contractor
shall provide a safe work environment and shall execute the work in a manner that does
not damage adjacent pavements, utilities, or structures. If the Engineer determines
the Contractor’s work may potentially affect adjacent traffic, pavements, utilities, or
structures, the Engineer may request a Type 1 Working Drawing from the Contractor. The
Contractor shall explain in the Type 1 Working Drawing how the Engineer’s concerns will
be addressed, why infrastructure will not be damaged by the work, and how worker safety
will be preserved.
For excavations that have soil types and slope geometries defined in WAC 296-155
part N and are between 4-feet and 20-feet in height, the Contractor shall submit Type 2
Working Drawings. Required submittal elements include, at a minimum, the following:
1. A plan view showing the limits of the excavation and its relationship to traffic,
structures, utilities and other pertinent project elements. If the stability of the
excavation requires no-load zones or equipment setback distances, those shall be
shown on the plan view.
2. A typical or controlling cross section showing the proposed excavation, original
ground line, and locations of traffic, existing structures, utilities, site constraints,
surcharge loads, or other conditions that could affect the stability of the slope. If the
stability of the excavation requires no-load zones or equipment setback distances,
those shall be shown in cross section.
3. A summary clearly describing subsurface conditions, soil type for WAC 296-155
part N, and groundwater conditions, sequencing considerations, and governing
assumptions.
Page 2-44 2021 Standard Specifications M 41-10
2-06 Subgrade Preparation
Where WAC 296-155 part N requires an engineer’s design, the Contractor shall submit
Type 2E Working Drawings. Required submittal elements include, at a minimum, the three
items above and the following additional items:
4. Supporting calculations for the design of 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 M 46-03.
5. Safety factors, or load and resistance factors used, and justification for their
selection, in accordance with the WSDOT Geotechnical Design Manual M 46-03,
and referenced AASHTO design manuals.
6. A monitoring plan to evaluate the excavation performance throughout its design life
7. Any supplemental subsurface explorations made by the Contractor to meet the
requirements for geotechnical design of excavation slopes, in accordance with the
WSDOT Geotechnical Design Manual M 46-03.
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.
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.
2021 Standard Specifications M 41-10 Page 2-45
Subgrade Preparation 2-06
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 Type 2E
Working Drawings with supporting calculations showing the proposed methods and
construction details of structural shoring or cofferdams in accordance with Sections
1-05.3 and 6-02.3(16).
Structural shoring and cofferdams shall be designed in accordance with the WSDOT
Geotechnical Design Manual M 46-03. Allowable stresses for materials shall not exceed
stresses and conditions allowed by Section 6-02.3(17)B.
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 M 46-03.
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 M 46-03.
5. Safety factors, or load and resistance factors used, and justification for their
selection.
Page 2-46 2021 Standard Specifications M 41-10
2-06 Subgrade Preparation
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 processed 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, and lagging is installed concurrently with the
excavation, all backfill above the bottom of the lagging shall consist of controlled-density
fill or lean concrete. Backfill below the bottom of the lagging may consist of pea gravel.
If full-height steel sheet lagging is installed prior to excavation, soldier pile holes may be
backfilled with pea gravel.
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.
2021 Standard Specifications M 41-10 Page 2-47
Subgrade Preparation 2-06
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.
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.
Page 2-48 2021 Standard Specifications M 41-10
2-06 Subgrade Preparation
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 shall submit Type 2E Working Drawings in accordance with
Section 2-09.3(3)D.
Trench boxes may be used for Structure excavation, Class B. Acceptance of trench boxes
as a shoring method for Class B Structure excavation can be done by the Engineer
provided it is not used to support adjacent traffic, existing footings, or other Structures.
The Working Drawing submittal shall include the manufacturer’s certified trench box
plans with depth restrictions, and the serial number for field verification of the trench box.
Upon completing the Work, the Contractor shall remove all shoring unless the Plans or
the Engineer direct otherwise.
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; (3) more
than 1 foot beyond the other sides and end of a wing wall; (4) more than 1 foot outside
the perimeter of the soil reinforcement area for geosynthetic and structural earth walls;
and (5) more than 4-feet beyond the inside opening of precast reinforced concrete
box culverts and precast reinforced concrete split box culverts. For precast reinforced
concrete three sided structures, no payment for Structure excavation will be made for
material removed more than 1 foot outside the perimeter of the footing or more than 4
feet beyond the inside opening, whichever is greater.
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.
2021 Standard Specifications M 41-10 Page 2-49
Subgrade Preparation 2-06
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 lower limit in measuring structure excavation will be the foundation level
as shown in the Plans or as directed by the Engineer.
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, arch, or box, the upper limit will be the top
of the embankment at the time of installation as specified in Section 6-20.
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 in accordance with the producer’s invoice.
2-09.5 Payment
Payment will be made 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.
Page 2-50 2021 Standard Specifications M 41-10
2-06 Subgrade Preparation
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 shall
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.
2021 Standard Specifications M 41-10 Page 2-51
2-10 Vacant
2-10 Vacant
Page 2-52 2021 Standard Specifications M 41-10
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 Vacant
2-11.5 Payment
Payment shall be made for the following Bid item when it is included in the Proposal:
“Trimming and Cleanup”, lump sum.
2-11 Trimming and Cleanup
2021 Standard Specifications M 41-10 Page 2-53
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
D4873. 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 160ºF, 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
Page 2-54 2021 Standard Specifications M 41-10
2-12 Construction Geosynthetic
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.
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.
2021 Standard Specifications M 41-10 Page 2-55
Construction Geosynthetic 2-12
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, as
specified in Section 9-13.1(4), is used with the geotextile.
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.
Page 2-56 2021 Standard Specifications M 41-10
2-12 Construction Geosynthetic
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 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”.
2021 Standard Specifications M 41-10 Page 3-1
Division 3 Aggregate Production and Acceptance
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 concrete, hot mix asphalt, 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.
The Contractor shall provide sufficient space as required for the setup and operation of
the Contracting Agency’s field testing facilities at the site of crushing or hot mix asphalt
production.
As directed by the Engineer, the Contractor shall provide one of the following to ensure
24-hour per day operation of the Contracting Agency’s laboratory trailer(s) that may be
set up at the site during production:
1. A power source and a power cord of sufficient length to reach the Contracting
Agency’s laboratory trailer(s) which may be set up at the site. The cord shall be
capable of carrying at least 120/240 volts, 60 cycles at a sustained load of up to
200 amps. The cord and trailer(s) electrical hookup shall meet the NEC code. Power
shall be provided and connected when requested by the Engineer. The laboratory
trailer(s) hookup shall be protected by a 2 pole 50 amp 240 VAC circuit breaker.
2. A daily supply of fuel adequate for operation of the Contracting Agency’s
generator(s).
Page 3-2 2021 Standard Specifications M 41-10
3-01 Production From Quarry and Pit Sites
Potable water shall be provided to the Contracting Agency’s laboratory trailer(s) for use
during plant operations when requested by 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.
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
2021 Standard Specifications M 41-10 Page 3-3
Production From Quarry and Pit Sites 3-01
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.
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.
Page 3-4 2021 Standard Specifications M 41-10
3-01 Production From Quarry and Pit Sites
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 1 ton of material hauled a distance of 1 mile.
The haul distance will be measured in ½-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.
2021 Standard Specifications M 41-10 Page 3-5
Production From Quarry and Pit Sites 3-01
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.
Page 3-6 2021 Standard Specifications M 41-10
3-01 Production From Quarry and Pit Sites
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.
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.
Measurement and payment will be in accordance with Section 4-02.
2021 Standard Specifications M 41-10 Page 3-7
Production From Quarry and Pit Sites 3-01
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:
Percent By Weight
Passing No. 4
Maximum Water Content
Percent 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.
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”, shall 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).
Page 3-8 2021 Standard Specifications M 41-10
3-02 Stockpiling Aggregates
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.
2021 Standard Specifications M 41-10 Page 3-9
Stockpiling Aggregates 3-02
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
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.
Page 3-10 2021 Standard Specifications M 41-10
3-02 Stockpiling Aggregates
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.
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.
2021 Standard Specifications M 41-10 Page 3-11
Stockpiling Aggregates 3-02
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 3-12 2021 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).
2021 Standard Specifications M 41-10 Page 3-13
Site Reclamation 3-03
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.
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.
Page 3-14 2021 Standard Specifications M 41-10
3-03 Site Reclamation
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.
2021 Standard Specifications M 41-10 Page 3-15
Acceptance of Aggregate 3-04
3-04 Acceptance of Aggregate
3-04.1 Description
This work shall consist of acceptance of aggregate as provided for under statistical or
nonstatistical evaluation.
All aggregates shall meet the requirements in Section 9-03.
Acceptance of aggregate by statistical evaluation is administered under Section 1-06.2.
Statistical evaluation will be used for an aggregate material when the proposed plan
quantity of the aggregate material exceeds two sublots as shown in Table 1.
Nonstatistical evaluation will be used for the acceptance of aggregate materials when the
proposed plan quantity is equal to or less than two sublots as shown in Table 1.
3-04.2 Materials
Material shall meet the requirements of the following section:
Aggregates 9-03
3-04.3 Construction Requirements
3-04.3(1) General
For the purpose of statistical and nonstatistical acceptance sampling and testing, all test
results obtained for a material type will be evaluated collectively. Sublot sampling and
testing will be performed on a random basis at the frequency of one sample per sublot.
Based on plan quantities, the sublot size will be determined to the nearest 100 tons
(50 cy). The maximum sublot size will be as defined in Table 1.
3-04.3(2) Point of Acceptance
The point of acceptance shall be as designated by the Engineer. Multiple sources shall
not be placed within the same limits of each separate spreading operation or in such
a way that the intermingling of different sources occurs. Individual compaction lifts may
be of a different source.
3-04.3(3) Sampling
The sampling of aggregate materials shall be performed on a random basis using WSDOT
T 716, Method of Random Sampling. Samples for acceptance testing shall be obtained
by the Engineer, or their designated representative. If ordered by the Engineer, the
Contractor shall obtain the sample in the presence of the Engineer or their representative.
The aggregate material shall be sampled in accordance with FOP for AASHTO R 90 and
Section 1-05.6. The sample size shall be equal to the minimum requirements of FOP for
AASHTO R 90.
Page 3-16 2021 Standard Specifications M 41-10
3-04 Acceptance of Aggregate
3-04.3(4) Testing 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.
3-04.3(5) Nonstatistical Evaluation
Each lot of aggregate materials produced under nonstatistical evaluation and having
all constituents falling within the specification limits shall be accepted with no further
evaluation. When one or more constituents fall outside the specification limits, the
material will be statistically evaluated. A minimum of three sublots will be sampled and
tested, when less than three sublots exist additional samples shall be tested to provide
a minimum of three sets of results for evaluation. The test results of the sublots shall be
evaluated in accordance with Section 1-06.2 using the price adjustment factors from
Table 2 to determine the appropriate CPF. The maximum CPF shall be 1.00. If the CPF
is below 1.00 but is equal to or above 0.75, a price adjustment will be calculated in
accordance with Section 3-04.3(8).
When the aggregate does not have established price adjustment factors, use the
appropriate price adjustment factors from “Other Materials” as listed in Table 2.
3-04.3(6) Statistical Evaluation
For statistical evaluation a lot is defined as 15 sublots, the final lot will be increased to
a maximum of 25 sublots. All test results obtained for a material type will be evaluated
in accordance with Section 1-06.2. Each lot of aggregate materials produced under
statistical evaluation will be determined to be acceptable if the Composite Pay Factor
(CPF) when calculated in accordance with Section 1-06.2(2) using the price adjustment
factors from Table 2 is 1.00 or greater. The Contractor shall be paid the unit bid price for
aggregate materials with a CPF of 1.00 or greater. If the CPF is below 1.00 but is equal to
or above 0.75, calculate the price adjustment in accordance with Section 3-04.3(8).
When the aggregate does not have established price adjustment factors, use the
appropriate price adjustment factors from “Other Materials” as listed in Table 2.
2021 Standard Specifications M 41-10 Page 3-17
Acceptance of Aggregate 3-04
3-04.3(7) Rejected Work
3-04.3(7)A General
Work that is defective or does not conform to Contract requirements shall be rejected.
3-04.3(7)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.
3-04.3(7)C Rejection Without Testing
The Engineer may, without sampling, reject any load or stockpile that appears defective.
Material rejected before placement shall not be incorporated into the work. Any rejected
work shall be removed.
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 material
tested, a minimum of three representative samples shall 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 0.75, compensation for the rejected mix 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.
3-04.3(7)D Lots and Sublots
3-04.3(7)D1 A Partial Sublot
In addition to the preceding random acceptance sampling and testing, the Engineer may
also isolate from a normal sublot any material that is suspected of being defective. Such
isolated material will not include an original sample location. A minimum of three random
samples of the suspect material will be obtained and tested. The material will then be
evaluated as an independent lot in accordance with Section 1-06.2(2).
3-04.3(7)D2 An Entire Sublot
An entire sublot that is suspect of being defective may be rejected. When a sublot is
rejected a minimum of two additional 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).
Page 3-18 2021 Standard Specifications M 41-10
3-04 Acceptance of Aggregate
3-04.3(7)D3 A Lot in Progress
The Contractor shall shut down operations and shall not resume placement of the
aggregate until such time as the Engineer is satisfied that material conforming to the
specification can be produced:
a. When the Composite Pay Factor (CPF), for a lot in progress, is less than 1.00 and the
contractor is taking no corrective action; or
b. When the Pay Factor (PF) for any component of the lot in progress, is less than 0.95
and the contractor is taking no corrective action; or
c. When either the PFi for any constituent or the CPF for a lot in progress is less
than 0.75.
3-04.3(7)D4 An Entire Lot
An entire lot with a CPF of less than 0.75 will be rejected.
3-04.3(8) Price Adjustments for Quality of Aggregate
All aggregate material will be subject to price adjustments. The maximum attainable
Composite Pay Factor (CPF) shall be 1.00. The aggregate Compliance Price Adjustment for
acceptance of the aggregate will be calculated as follows:
Aggregate Compliance Price Adjustment = (Composite Pay Factor – 1.00)
(quantity of material) (unit bid price or Contingent Unit Price as shown in Table 1,
whichever is higher)
For aggregate materials lacking a separate unit bid price, the unit bid prices shall be taken
as the value listed in Table 1 for “Contingent Unit Price”.
If a component is not measured in accordance with these specifications, its individual pay
factor will be considered 1.00 in calculating the composite pay factor.
3-04.4 Vacant
2021 Standard Specifications M 41-10 Page 3-19
Acceptance of Aggregate 3-04
3-04.5 Payment
“Aggregate Compliance Price Adjustment”, by calculation.
“Aggregate Compliance Price Adjustment” shall be calculated and paid for as described
under Section 3-04.3(8) Price Adjustments for Quality of Aggregate.
Table 1 Aggregate Acceptance Parameters
Standard
Specifications Item
Maximum
Sublot Size
(Tons)
Maximum
Sublot Size
(CY)
Contingent
Unit Price
Per Ton
Contingent
Unit Price
Per CY
9-03.1 Concrete Aggregate (except
pavement)
2000 10001 $15.002 $30.002
9-03.1 Concrete Aggregate (pavement)4000 20001 $15.002 $30.002
9-03.4(2)Crushed Screening3 1000 500 $20.00 $40.00
9-03.8(2)HMA Aggregate 2000 $15.00
9-03.9(1)Ballast 2000 1000 $20.00 $40.00
9-03.9(2)Permeable Ballast 2000 1000 $25.00 $50.00
9-03.9(3)Crushed Surfacing 2000 1000 $20.00 $40.00
9-03.9(4)Maintenance Rock 2000 1000 $20.00 $40.00
9-03.10 Gravel Base 4000 2000 $15.00 $30.00
9-03.11(1)Streambed Sediment 500 250 $30.00 $60.00
9-03.12(1)A Gravel Backfill for Foundations
Class A
1000 500 $30.00 $60.00
9-03.12(1)B Gravel Backfill for Foundations
Class B
1000 500 $30.00 $60.00
9-03.12(2)Gravel Backfill for Walls 1000 500 $30.00 $60.00
9-03.12(3)Gravel Backfill for Pipe Zone
Bedding
1000 500 $30.00 $60.00
9-03.12(4)Gravel Backfill for Drains 500 250 $30.00 $60.00
9-03.12(5)Gravel Backfill for Drywells 500 250 $30.00 $60.00
9-03.13 Backfill for Sand Drains 2000 1000 $30.00 $60.00
9-03.13(1)Sand Drainage Blanket 4000 2000 $30.00 $60.00
9-03.14(1)Gravel Borrow 4000 2000 $15.00 $30.00
9-03.14(2)Select Borrow 4000 2000 $15.00 $30.00
9-03.14(4)Gravel Borrow for Structural Earth
Walls
4000 2000 $30.00 $60.00
9-03.17 Foundation Material, Class A and B 1000 500 $25.00 $50.00
9-03.18 Foundation Material Class C 1000 500 $25.00 $50.00
9-03.19 Bank Run Gravel for Trench Backfill 4000 2000 $30.00 $60.00
1Based on 1000 CY of Concrete.
2 Price adjustment only applies to the actual quantity of aggregate used in the concrete.
3Contingent unit price per S.Y. is $0.30.
Page 3-20 2021 Standard Specifications M 41-10
3-04 Acceptance of Aggregate
Table 2 Price Adjustment FactorsStandard SpecificationsItemMaximum Size Sieve: 100% Pass Nominal Maximum Size Sieve: 100% Pass1Other Specifications Sieves #4 and LargerSpecification Sieves: #8 to #100#200 SieveSand EquivalentFracture2Other9-03.1Concrete Aggregate (all concrete aggregate -including pavement)22210209-03.4(2)Crushed Screening225520159-03.8(2)HMA Aggregate1515Uncompacted Void Content 159-03.9(1)Ballast22551015Dust Ratio 159-03.9(2)Permeable Ballast2255159-03.9(3)Crushed Surfacing22551015159-03.9(4)Maintenance Rock22551015159-03.10Gravel Base25610Dust Ratio 109-03.11(1)Streambed Sediment2255109-03.12(1)AGravel Backfill for Foundations Class A39-03.12(1)BGravel Backfill for Foundations Class B25610Dust Ratio 109-03.12(2)Gravel Backfill for Walls225610Dust Ratio 109-03.12(3)Gravel Backfill for Pipe Zone Bedding22556109-03.12(4)Gravel Backfill for Drains22569-03.12(5)Gravel Backfill for Drywells22569-03.13Backfill for Sand Drains253109-03.13(1)Sand Drainage Blanket253109-03.14(1)Gravel Borrow22555109-03.14(2)Select Borrow22556109-03.14(4)Gravel Borrow for Structural Earth Walls2255510Other49-03.17Foundation Material, Class A & B239-03.18Foundation Material Class C239-03.19Bank Run Gravel for Trench Backfill225610Dust Ratio 10Other Materials2255101515Dust Ratio 101For Aggregate, the nominal maximum size sieve is the largest standard sieve opening listed in the applicable specification upon which more than 1-percent of the material by weight is permitted to be retained. For concrete aggregate, the nominal maximum size sieve is the smallest standard sieve opening through which the entire amount of aggregate is permitted to pass.2Price adjustment factor applies where criteria is contained in the material specification.3Use the price adjustment factors for the material that is actually used.4Resistivity 10, pH 10, Chlorides 5, and Sulfates 5.
2021 Standard Specifications M 41-10 Page 4-1
Division 4 Bases
4-01 Vacant
Page 4-2 2021 Standard Specifications M 41-10
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.
4-02.5 Payment
Payment will be made for the following Bid item when shown in the Proposal:
“Gravel Base”, per ton, or per cubic yard.
4-02 Gravel Base
2021 Standard Specifications M 41-10 Page 4-3
4-03 Vacant
Vacant 4-03
Page 4-4 2021 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.
2021 Standard Specifications M 41-10 Page 4-5
Ballast and Crushed Surfacing 4-04
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.
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
Page 4-6 2021 Standard Specifications M 41-10
4-04 Ballast and Crushed Surfacing
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 maximum 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.
When using 100% Recycled Concrete Aggregate, the Contractor may submit a written
request to use a test point evaluation for compaction acceptance testing in lieu of
compacting to 95% of the standard density as determined by the requirements of Section
2-03.3(14)D. The test point evaluation shall be performed in accordance with SOP 738.
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.
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 two courses of surfacing or ballast.
2021 Standard Specifications M 41-10 Page 4-7
Ballast and Crushed Surfacing 4-04
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 three 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.
Page 4-8 2021 Standard Specifications M 41-10
4-04 Ballast and Crushed Surfacing
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 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.
2021 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 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:
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
Closed Cell Foam Backer Rod 9-04.2(3)A
Dowel Bars 9-07.5
Tie Bars 9-07.6
Concrete Patching Material, Grout, and Mortar 9-20.1
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 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.
Page 5-2 2021 Standard Specifications M 41-10
5-01 Cement Concrete Pavement Rehabilitation
5-01.3 Construction Requirements
5-01.3(1) Vacant
5-01.3(1)A Mix Designs
The Contractor shall use either concrete patching materials or cement concrete for the
rehabilitation of cement concrete pavement. Concrete patching materials shall be used
for spall repair and dowel bar retrofitting and cement concrete shall be used for concrete
panel replacement.
5-01.3(1)A1 Concrete Patching Materials
1. Materials – The prepackaged concrete patching material and the aggregate extender
shall conform to Section 9-20.1.
2. Submittals and Mix Approval – The Contractor shall use the Manufacturer’s
recommended proportions for the mix design to be submitted to the 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 9-20.1.
5-01.3(1)A2 Cement Concrete for Panel Replacement
Cement concrete for panel replacement 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. Cement
concrete for panel replacement may use rapid hardening hydraulic cement meeting the
requirements of Section 9-01.2(2). Rapid hardening hydraulic cement will be considered
a cementitious material for the purpose of calculating the water/cementitious materials
ratio and the minimum cementitious materials requirement.
5-01.3(1)B Equipment for Panel Replacement
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.
2021 Standard Specifications M 41-10 Page 5-3
Cement Concrete Pavement Rehabilitation 5-01
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 Cement Concrete for Panel Replacement
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 FOP for AASHTO T 152. Compressive Strength
shall be determined by FOP for AASHTO T 22 and 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 4,000 psi.
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 Conformance to Mix Design
Acceptance of cement concrete pavement for panel replacement shall be in accordance
with Section 5-01.3(2)B. The cement, coarse, and fine aggregate weights shall be within
the tolerances of the mix design in accordance with Section 5-05.3(1).
5-01.3(2)B2 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 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.
Page 5-4 2021 Standard Specifications M 41-10
5-01 Cement Concrete Pavement Rehabilitation
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 Cement Concrete Panel
5-01.3(4)A General
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). The Contractor, at no cost to the Contracting Agency, shall repair any
damage to existing pavement caused by the Contractor’s operations.
5-01.3(4)B Sawing and Dimensional Requirements
Concrete slabs to be replaced as shown in the Plans or staked by the 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 allows otherwise, an additional vertical full depth relief saw cut located 12 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. In areas that will be ground, slab replacements
shall be performed prior to pavement grinding.
Side forms shall meet the requirements of Section 5-05.3(7)B whenever a sawed full
depth vertical face cannot be maintained.
5-01.3(4)C Dowel Bars and Tie Bars
For the half of a dowel bar or tie bar placed in fresh concrete, comply with the
requirements of Section 5-05.
For the half of a dowel bar or tie bar placed in hardened concrete, comply with the
Standard Plans and the following.
After drilling, secure dowel bars and tie bars into the existing pavement with either an
epoxy bonding agent Type I or IV as specified in Section 9-26.1, or a grout Type 2 for non-
shrink applications as specified in Section 9-20.3.
2021 Standard Specifications M 41-10 Page 5-5
Cement Concrete Pavement Rehabilitation 5-01
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, within the
tolerances within the table below. Dowel bars may be adjusted to avoid contact with
existing dowel bars in the transverse joint at approach slabs or existing panels provided
the adjusted dowel bars meet the tolerances below.
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, within the tolerances in
the table below. 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, provided
the adjusted tie bars meet the tolerances below.
Placement Tolerances
Dowel Bars Tie Bars
Vertical: Center of Bar to Center of Slab Depth ± 1.00 inch max ± 1.00 inch max
Dowel Bar Centered Over the Transverse Joint ± 1.00 inch max N/A
Tie Bar Centered Over the Longitudinal Joint N/A ± 1.00 inch max
Parallel to Centerline Over the Length of the Dowel Bar ± 0.50 inch max N/A
Perpendicular to Longitudinal Joint Over the Length
of the Tie Bar
N/A ± 1.00 inch max
Parallel to Roadway Surface Over the Length of the Bar ± 0.50 inch max ± 1.00 inch max
Dowel bars and tie bars shall be placed according to the Standard Plan when multiple
panels are placed. Panels shall be cast 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 Engineer
accepted equal, applied to them prior to placement.
Clean the drilled holes in accordance with the epoxy or grout manufacturer’s instructions.
Holes shall be clean and dry at the time of placing the epoxy, or grout and tie bars.
Completely fill the void between the tie bar and the outer limits of the drilled hole with
epoxy or grout. Use retention rings to prevent leakage of the epoxy or grout and support
the tie bar to prevent movement until the epoxy or grout has cured the minimum time
recommended by the manufacturer.
5-01.3(4)D Foundation Preparation
The Contractor shall smooth the surfacing below the removed panel and compact it to
the satisfaction of the 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 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.
Page 5-6 2021 Standard Specifications M 41-10
5-01 Cement Concrete Pavement Rehabilitation
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.
5-01.3(4)E Concrete Finishing
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).
In areas where the Plans do not require grinding, the surface smoothness will be
measured with a 10-foot straightedge by the 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 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).
5-01.3(4)F Joints
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.
5-01.3(4)G Cracked Panels
Replacement panels that crack shall be repaired as specified in Section 5-05.3(22)
at no cost to the Contracting Agency. When repairing replacement panels that have
cracked, epoxy-coated dowel bars meeting the requirements of Section 9-07.5(1) may be
substituted for the corrosion resistant dowel bars specified.
5-01.3(4)H Opening to Traffic
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 inches. Repair areas shall
be kept square, rectangular or circular. Repair areas that are within 12 inches of another
repair area shall be combined.
2021 Standard Specifications M 41-10 Page 5-7
Cement Concrete Pavement Rehabilitation 5-01
A vertical cut shall be made to a minimum depth of 2 inches around the area using a
saw or core drill to be patched as marked by the Engineer. 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 sand blasted and all loose material removed. All
sandblasting residue shall be removed.
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 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 5-03.3(3)C.
Opening to traffic shall meet the requirements of Section 5-05.3(17).
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 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 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.
Page 5-8 2021 Standard Specifications M 41-10
5-01 Cement Concrete Pavement Rehabilitation
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. If the transverse joint or crack is open ¼ inch or more, the Contractor
shall caulk the transverse joint or crack at the bottom and sides of the slot as shown
in the Plans immediately prior to placement of the dowel bar and concrete patching
material. 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 extend to the top of the existing pavement 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-inch or less diameter vibrator as
approved by the 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 to ¼ inch high and not finished flush with the existing concrete surface.
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 three retrofit dowel bars and shall be sawed within 24
hours after placement of the concrete patching material.
2021 Standard Specifications M 41-10 Page 5-9
Cement Concrete Pavement Rehabilitation 5-01
5-01.3(7) Sealing Existing Concrete Random Cracks
Sealing existing random cracks shall be in accordance with Section 5-03.
5-01.3(8) Sealing Existing Longitudinal and Transverse Joint
Sealing existing longitudinal and transverse joints shall be in accordance with
Section 5-03.
5-01.3(9) 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. If new cement concrete pavement, in accordance with Section 5-05, is to be
placed next to rehabilitated cement concrete pavement, grind one pass along the edge of
the rehabilitated cement concrete pavement adjacent to where the new cement concrete
pavement is to be placed before the new cement concrete pavement is placed.
The pavement shall be ground in a longitudinal direction beginning and ending at lines
normal to the pavement centerline. 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.
5-01.3(10) Pavement Smoothness
Pavement surface smoothness for cement concrete pavement grinding on this project will
include International Roughness Index (IRI) testing. Ride quality will be evaluated using
the Mean Roughness Index (MRI) calculated by averaging the IRI data for the left and
right wheel path within the section.
Smoothness Testing Equipment and Operator Certification
Use an inertial profiler and operator that meet the requirements of Section 5-05.3(3)E.
Surface Smoothness
Operate the inertial profiler in accordance with AASHTO R 57. Collect two longitudinal
traces, one in each wheel path. Collect the control profile at locations designated in
Table 2 prior to any pavement rehabilitation Work on the areas to be tested. Collect
an acceptance profile at locations designated in Table 2 after completion of all cement
concrete pavement grinding on the project. Profiles shall be collected in a continuous pass
including areas excluded from pay adjustments. Provide notice to the Engineer a minimum
of seven calendar days prior to testing.
Page 5-10 2021 Standard Specifications M 41-10
5-01 Cement Concrete Pavement Rehabilitation
Table 2 Locations Requiring MRI Testing
Travel lanes where cement concrete grinding is shown in the plans Control profile
Additional locations designated by the Engineer Control profile
Travel lanes with completed cement concrete pavement grinding Acceptance profile
Bridges, approach panels and 0.02 miles before and after bridges and
approach panels and other excluded areas within lanes requiring testing
Control and acceptance
profile
Ramps, Shoulders and Tapers Do not test
Within 30 calendar days after the Contractor’s testing, the Engineer may perform
verification testing. If the verification testing shows a difference in MRI greater than the
10 percent, the following resolution process will be followed:
1. The profiles, equipment and procedures will be evaluated to determine the cause of
the difference.
2. If the cause of the discrepancy cannot be resolved the pavement shall be retested
with both profilers at a mutually agreed time. The two profilers will test the section
within 30 minutes of each other. If the retest shows a difference in MRI equal or
greater than the percentages shown in Table 2 of AASHTO R 54 the Engineer’s test
results will be used for pavement smoothness acceptance.
The Contractor shall evaluate profiles for acceptance or corrective action using the
current version of ProVAL and provide the results including the profile data in unfiltered
electronic Engineering Research Division (ERD) file format to the Engineer within 3
calendar days of completing each days profile testing. If the profile data files are created
using an export option in the manufacturer’s software where filter settings can be
specified, use the filter settings that were used to create data files for certification.
Analyze the entire profile. Exclude areas listed in Table 3.
Table 3 Areas Excluded from MRI Acceptance Requirements
Location Exclude
Beginning and end of grinding Pavement within 0.02 mile
Bridges and approach slabs The bridge and approach slab and 0.02 mile
from the ends of the bridge or approach slab
Defects in the existing roadway identified by the
Contractor that adversely affect the MRI such as
dips, depressions and wheel path longitudinal joints.1
0.01-mile section containing the defect
and the 0.01-mile section following the
section with the defect.
1 The presence of defects is subject to verification by the Engineer
Report the MRI results in inches per mile for each 0.01-mile section and each 0.10-mile
section. Do not truncate 0.10-mile sections for areas excluded from MRI acceptance
requirements. MRI requirements will not apply to 0.10-mile sections with more than three
0.01 mile-sections excluded. MRI requirements for the individual 0.01-mile sections shall
still apply. The Engineer will verify the analysis.
The MRI for each 0.10 mile of ground lane will comply with the following:
2021 Standard Specifications M 41-10 Page 5-11
Cement Concrete Pavement Rehabilitation 5-01
Control Profile per 0.10 Mile Maximum MRI of Acceptance Profile per 0.10 Mile
≤130 inches/mile 78 inches/mile
>130 inches/mile 0.6 x Control Profile MRI
The MRI for each 0.01 mile of the completed cement concrete grinding shall not exceed
160 inches/mile.
All Work is subject to parallel and transverse 10-foot straightedge requirements,
corrective work and disincentive adjustments.
Surface smoothness of travel lanes including areas subject to MRI testing 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 smoothness perpendicular to the centerline will be measured with a 10-foot
straightedge within the lanes. There shall be not vertical elevation difference of more than
a ¼ inch between lanes.
Pavement that does not meet these requirements will be subject to corrective Work.
All corrective Work shall be completed at no additional expense, including traffic
control, to the Contracting Agency. Pavement shall be repaired by one or more of the
following methods:
1. Diamond grinding.
2. By other method accepted by the Engineer.
Repair areas shall be re-profiled to ensure they no longer require corrective Work.
With concurrence of the Engineer, a 10-foot straight edge may be used in place of the
inertial profiler.
If correction of the roadway as listed above either will not or does not produce
satisfactory results as to smoothness or serviceability the Engineer may accept the
completed pavement and a credit will be calculated in accordance with Section 5-01.5.
Under these circumstances, the decision whether to accept the completed pavement or
to require corrective work as described above shall be vested entirely in the Engineer.
5-01.3(11) Concrete Slurry and Grinding Residue
All concrete slurry and grinding residue shall be removed from the pavement surface on a
continual basis immediately behind the grinding or cutting operations. Slurry shall not be
allowed to drain into an area open to traffic, off of the paved surface, into any drainage
structure, water of the state, or wetlands.
The Contractor shall collect the concrete slurry and grinding residue from the pavement
surface and dispose of it in accordance with Section 2-03.3(7)C. The Contractor shall
submit copies of all disposal tickets to the Engineer within 5 calendar days.
Opening to traffic shall meet the requirements of Section 5-05.3(17).
Page 5-12 2021 Standard Specifications M 41-10
5-01 Cement Concrete Pavement Rehabilitation
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.
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.
5-01.5 Payment
Payment will be made 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 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.
“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.
“Grinding Smoothness Compliance Adjustment”, by calculation.
Grinding Smoothness Compliance Adjustments will be based on the requirements in
Section 5-01.3(10) and the following calculations:
A smoothness compliance adjustment will be calculated in the sum of minus
$100 for each and every section of single traffic lane 0.01 mile in length and
$1,000 for each and every section of single traffic lane 0.10 mile in length that
does not meet the requirements in Section 5-01.3(10) after corrective Work.
2021 Standard Specifications M 41-10 Page 5-13
Cement Concrete Pavement Rehabilitation 5-01
“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 Section 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 5-14 2021 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 emulsified asphalt and three
applications of aggregate. The first application of emulsified asphalt is applied to an
untreated Roadway that is followed with an application of aggregate. The second
application of emulsified asphalt is followed with two additional applications of aggregate.
5-02.1(2) Seal Coats
This method requires the placing of one application of emulsified asphalt 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 emulsified asphalt 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
Each source of aggregate for bituminous surface treatment shall be evaluated separately
for acceptance in accordance with Section 3-04.
2021 Standard Specifications M 41-10 Page 5-15
Bituminous Surface Treatment 5-02
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 emulsified asphalt at the required
application temperature and rate. A temperature measuring device shall be capable
of reporting the temperature of emulsified asphalt in the tank. A tachometer shall be
required to accurately control the application of emulsified asphalt. 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.
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 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 Engineer.
Page 5-16 2021 Standard Specifications M 41-10
5-02 Bituminous Surface Treatment
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 first application of emulsified asphalt, 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 first application of emulsified
asphalt and aggregate has been completed.
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 emulsified asphalt.
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 Engineer. The pavement surface shall be
dry prior to fog sealing.
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(2)E Crack Sealing
Crack sealing shall be in accordance with Section 5-03.
2021 Standard Specifications M 41-10 Page 5-17
Crack and Joint Sealing 5-03
5-02.3(3) Application of Emulsified Asphalt and Aggregate
Upon the properly prepared Roadway surface, emulsified asphalt 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 Emulsified Asphalt
(gal. per sq. yd.) Applied Aggregate Size
Aggregate Application
Rate (lbs. per sq. yd.)
New Construction
First
Application 0.35-0.65 ½ inch - No. 4
or ¾ inch - ½ inch 25-45
Second
Application 0.35-0.60 ½ inch - 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 inch - No. 4
No. 4 - 0
25-45
4-6
½ inch – No. 4
Choke Stone 0.35-0.55 ½ inch - No. 4
No. 4 - 0
20-35
4-6
⅜ inch – No. 4 0.35-0.55 ⅜ inch - No. 4 20-30
Choke Stone N/A No. 4 - 0 4-6
The Engineer will determine the application rates. The second application of emulsified
asphalt shall be applied the next day, or as approved by the 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.
To ensure uniform distribution of emulsified asphalt 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 emulsified
asphalt 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 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 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 Engineer.
Page 5-18 2021 Standard Specifications M 41-10
5-02 Bituminous Surface Treatment
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 emulsified asphalt
shall be immediately covered by hand patching with the same grade of emulsified asphalt
and aggregate used on the project.
The area covered by any one spread of emulsified asphalt 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
Engineer.
Unless otherwise designated by the Engineer, emulsified asphalt shall be spread toward
the source of aggregate to avoid injury to the freshly treated surface.
Before application to the Roadway, emulsified asphalt shall be heated to the following
temperatures or that recommended by the manufacturer:
Type and Grade
of Emulsified Asphalt
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 emulsified asphalt shall be
CSS-1 or CSS-1h diluted with water at a rate of one part water to one part emulsified
asphalt unless otherwise approved by the Engineer. The fog seal shall be uniformly
applied to the pavement at a diluted rate of 0.10 – 0.18 gal/sy. The finished application
shall be free of streaks and bare spots.
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.
5-02.3(4) Vacant
2021 Standard Specifications M 41-10 Page 5-19
Bituminous Surface Treatment 5-02
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 emulsified asphalt 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 emulsified asphalt is left exposed along the longitudinal joint to form a lap for the
succeeding applications of emulsified asphalt. 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 three pneumatic tired rollers providing a minimum of two 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 stone to the Roadway with additional spreading
equipment immediately following the initial rolling of the coarse aggregate unless
otherwise specified in the Contract documents or specified by the Engineer. Excess
aggregate shall be removed from the Roadway. A minimum of one pass with a pneumatic
roller shall be made across the entire width of the applied choke stone.
The operation of trucks hauling aggregate from the stockpile shall be so regulated that no
damage, as determined by the 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 Engineer determines that additional cure is
needed, the Contractor shall broom the Roadway when directed by the Engineer. If, after
completion of the initial brooming, the Engineer determines the need to remobilize for
additional brooming, the Contractor shall rebroom the areas designated by the Engineer.
The Contractor shall apply water for dust control during brooming operations when safety
or environmental concerns arise, or as otherwise determined by the 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).
Page 5-20 2021 Standard Specifications M 41-10
5-02 Bituminous Surface Treatment
The Contractor shall use a pickup broom in all curbed areas, on all bridges, within city
limits, within sensitive areas, and where shown in the Plans both before the application of
emulsified asphalt 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 pick up 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 Engineer when the brooming for each section is
considered complete. The Engineer will indicate acceptance or inform the Contractor of
deficiencies within 24 hours of notification.
5-02.3(6) Additional Emulsified Asphalt and Aggregate
If the application of emulsified asphalt or aggregate, or both, is insufficient or excessive
for the required results, the 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 Engineer. Additional emulsified asphalt 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 emulsified asphalt 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 one part water to one part emulsified asphalt unless
otherwise specified by the Engineer.
2021 Standard Specifications M 41-10 Page 5-21
Bituminous Surface Treatment 5-02
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 emulsified asphalt 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
Emulsified asphalt shall not be applied to a wet Roadway. Subject to the determination of
the Engineer, emulsified asphalt shall not be applied during rainfall, sand or dust storms,
or before any imminent storms that might damage the construction. The Engineer will
have the discretion as to whether the surface and materials are dry enough to proceed
with construction.
The application of any emulsified asphalt 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 mph as estimated by the Engineer.
2. The surface temperature shall be not more than 130º F or as otherwise determined
by the Engineer.
3. No emulsified asphalt shall be applied which cannot be covered 1 hour before
darkness. The Engineer may require the Contractor to delay application of emulsified
asphalt 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 Engineer.
5-02.3(11) Temporary Pavement Markings
During bituminous surface treatment paving operations, temporary pavement markings
shall be maintained throughout the project. Temporary pavement markings shall be
installed on the Roadway that was paved that day. Temporary pavement markings shall be
in accordance with Section 8-23.
Page 5-22 2021 Standard Specifications M 41-10
5-02 Bituminous Surface Treatment
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.
Emulsified asphalt 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.
5-02.5 Payment
Payment will be made 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 costs to perform the specified Work including 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.
“Emulsified Asphalt (_______)”, per ton.
The unit Contract price per ton for “Emulsified Asphalt (_______) shall be full pay for
all costs to perform the specified Work including furnishing, heating, hauling, and
spreading the emulsified asphalt on the Roadway.
“Asphalt for Fog Seal”, per ton.
The unit Contract price per ton for “Asphalt for Fog Seal” shall be full pay for all costs
to perform the specified Work for fog seal.
“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 costs to perform the specified Work including loading, transporting,
and placing the material in the finished Work.
“Furnishing and Placing Crushed (_______)”, per cubic yard.
“Furnishing and Placing Crushed (_______)”, per ton.
2021 Standard Specifications M 41-10 Page 5-23
Bituminous Surface Treatment 5-02
The unit Contract price per cubic yard or per ton for “Furnishing and Placing Crushed
(_______) shall be full pay for all costs to perform the specified Work including
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
costs to perform the specified Work including rebrooming the Roadway.
“Water”, per M gal.
Payment for “Water” shall be in accordance with Section 2-07.5.
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 5-24 2021 Standard Specifications M 41-10
5-03 Crack and Joint Sealing
5-03 Crack and Joint Sealing
5-03.1 Description
This Work consists of preparing and sealing cracks and joints in pavement.
5-03.2 Materials
Materials shall meet the requirements of the following sections:
Cationic Emulsified Asphalt 9-02.1(6)
Hot Poured Sealant for Cement Concrete Pavement 9-04.2(1)A1
Hot Poured Sealant for Bituminous Pavement 9-04.2(1)A2
Sand Slurry for Bituminous Pavement 9-04.2(1)B
Polymer Modified Asphalt Mastic 9-04.2(1)C
Closed Cell Foam Backer Rod 9-04.2(3)A
5-03.3 Construction Materials
5-03.3(1) General Requirements
5-03.3(1)A Weather Limitations
The Contractor shall follow the weather limitations recommended by the manufacturer.
Sand Slurry, or in the absence of manufacturer recommendations Hot Poured Sealant or
Polymer Modified Asphalt Mastic shall not be placed when the pavement temperature is
less than 40°F, or during any precipitation.
5-03.3(1)B Cleaning, Drying and Debris Removal
The Contractor shall ensure that cracks and joints are thoroughly clean, dry and free of all
loose and foreign material immediately prior to filling with sealant material.
For bituminous pavements when the pavement temperature is less than 50°F, or there is
any moisture in the cracks or joint the Contractor shall use a hot compressed air lance to
dry and warm the pavement surfaces within the crack or joint immediately prior to filling
with sealant. The pavement shall not be overheated. Direct flame dryers shall not be used.
Routing cracks in bituminous pavements is not required unless required by the
manufacturer’s installation instructions.
2021 Standard Specifications M 41-10 Page 5-25
Crack and Joint Sealing 5-03
5-03.3(1)C Polymer Modified Asphalt Mastic
The Contractor shall furnish a Type 2 working drawing of the manufacturer’s product
information and recommendations to the Engineer prior to the start of work. The
manufacturer’s recommendations shall include the heating time and temperatures,
allowable storage time and temperatures after initial heating, allowable reheating criteria,
and application temperature range. The polymer modified asphalt mastic shall be confined
within the crack. Any overflow of polymer modified asphalt mastic shall be cleaned from
the pavement surface. If, in the opinion of the Engineer, the Contractor’s method results
in an excessive amount of polymer modified asphalt mastic on the pavement surface, the
operation shall be stopped and corrected to eliminate the excess. BST or HMA shall not
be placed over polymer modified asphalt mastic until a minimum of 14 calendar days have
elapsed following application.
5-03.3(1)D Sand Slurry
The sand slurry components shall be thoroughly mixed and the mixture shall be poured
into the cracks until full. Additional CSS-1 cationic emulsified asphalt may be added to the
sand slurry as needed for workability to ensure the mixture will completely fill the cracks.
The Contractor shall strike off the sand slurry flush with the existing pavement surface
and allow the mixture to cure. Cracks that were not completely filled shall be topped off
with additional sand slurry. Placement of the HMA overlay shall not commence until the
slurry has fully cured.
5-03.3(1)E Hot Poured Sealant
The Contractor shall furnish a Type 2 working drawing of the manufacturer’s product
information and recommendations to the Engineer prior to the start of work. The
manufacturer’s recommendations shall include the heating time and temperatures,
allowable storage time and temperatures after initial heating, allowable reheating criteria,
and application temperature range. The sealant material shall be confined within the
crack or joint. Any overflow of sealant shall be cleaned from the pavement surface. If,
in the opinion of the Engineer, the Contractor’s method results in an excessive amount
of sealant on the pavement surface, the operation shall be stopped and corrected to
eliminate the excess. BST or HMA shall not be placed over hot poured sealant until a
minimum of 14 calendar days have elapsed following application.
Page 5-26 2021 Standard Specifications M 41-10
5-03 Crack and Joint Sealing
5-03.3(2) Sealing Bituminous Pavement
Where shown in the Plans all cracks ¼ inch in width and greater or joints in HMA or BST
pavement shall be sealed.
5-03.3(2)A Material Selection
The material to be used for crack or joint sealing shall be selected from the following table
based on the width of the cracks and the nature of the material that will be placed over
the crack sealing material.
Crack or Joint Seal Material Selection
Crack or Joint to be Sealed
Material to be Placed Over the Sealed Crack or Joint
HMA BST
Areas not Paved
under the Contract
Cracks with widths form
¼ inch to 1 inch Sand Slurry Hot Poured Sealant Hot Poured Sealant
Cracks with widths greater
than 1 inch
Polymer Modified
Asphalt Mastic
Polymer Modified
Asphalt Mastic
Polymer Modified
Asphalt Mastic
All Joints Hot Poured Sealant
5-03.3(2)B Longitudinal Joint Seal
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 and filled with
joint sealant meeting the requirements of Section 9-04.2(1)A2.
5-03.3(2)C Bridge Paving Joint Seals
5-03.3(2)C1 HMA Sawcut and Seal
Prior to placing HMA on the bridge deck sawcut alignment points shall be established at
both ends of the bridge paving joint seals to be placed at the bridge ends, and at interior
joints within the bridge deck when and where shown in the Plans. The sawcut alignment
points shall be established in a manner that they remain functional for use in aligning the
sawcut after placing the HMA overlay.
The Contractor shall construct the bridge paving joint seal as specified in the Plans and
in accordance with the detail shown in the Standard Plans. The sawed joint shall be
constructed in accordance with Section 5-05.3(8) and filled with joint sealant meeting the
requirements of Section 9-04.2(1)A2.
5-03.3(2)C2 Paved Panel Joint Seal
The Contractor shall construct the paved panel joint seal in accordance with the
requirements specified in Section 5-03.3(2)C1 and the following requirement:
1. The existing joint between concrete panels shall be cleaned and sealed in accordance
with Section 5-03.3(3)B and the details shown in the Standard Plans.
2021 Standard Specifications M 41-10 Page 5-27
Crack and Joint Sealing 5-03
5-03.3(3) Sealing Cement Concrete Pavement
5-03.3(3)A Sealing Existing Concrete Random Crack
The Contractor shall route, clean and seal existing concrete random cracks in existing
cement concrete pavement where indicated by the 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 clean.
The top surface of the sealant shall be at least ¼ inch below the surface of the pavement.
5-03.3(3)B Sealing Existing Transverse and Longitudinal Joint
The Contractor shall clean and seal existing longitudinal and transverse joints in cement
concrete pavement where shown in the Plans or as marked by the 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 in accordance with the detail shown
in the Standard Plans. 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.
If shown in the Plans, a backer rod shall be placed at the base of the sawn reservoir.
The joints shall be completely dry before the sealing installation may begin. Immediately
following the cleaning and backer rod replacement, if required, the sealant material shall
be installed in conformance to manufacturer’s recommendations and in accordance with
Section 5-03.3(3)C.
The top surface of the sealant shall be at least ¼ inch below the surface of the pavement.
5-03.3(3)C Sealing Sawed Contraction Joints
Sawed contraction joints shall be filled with a joint sealant conforming to the
requirements of Section 9-04.2(1)A1. Care shall be taken to avoid air pockets. The joint
sealant shall be applied in two or more layers, if necessary. The joint sealant shall be
applied under sufficient pressure to fill the groove from bottom to top and the cured joint
sealant shall be between ¼ and ⅝ inch below the top surface of the concrete.
5-03.3(3)D Construction Joints
All transverse and longitudinal construction joints, including the joint between new
and existing pavement when widened, shall be sawed and sealed with joint sealant
conforming to the requirements of Sections 5-03.3(3)C and 9-04.2(1)A1.
Page 5-28 2021 Standard Specifications M 41-10
5-03 Crack and Joint Sealing
5-03.4 Measurement
“Crack Sealing ¼ inch to 1 inch in width - LF” will be measured by the linear foot along the
line of the cracks.
“Crack Sealing greater than 1 inch in width - LF” will be measured by the linear foot along
the line of the cracks.
“Crack Sealing-CM” will be measured by the centerline mile. Measurement will begin and
end at the stations indicated in the Plans. Shoulders, road approaches, gores and irregular
shaped areas will be incidental and not measures separately for payment.
“Crack Sealing-LF” will be measured by the linear foot along the line of the cracks that
have been completed as required by Section 5-03.
Sealing existing concrete random cracks will be measured by the linear foot, measured
along the crack sealed.
Sealing existing longitudinal and transverse joint will be measured by the linear foot,
measured along the line of the completed joint.
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.
HMA sawcut and seal, and paved panel joint seal, will be measured by the linear foot
along the line and slope of the completed joint seal.
5-03.5 Payment
Payment will be made for each of the following Bid items that are included in the
Proposal:
“Crack Sealing-FA”, by force account.
“Crack Sealing-FA” 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.
“Crack Sealing ¼ inch to 1 inch in width - LF”, per linear foot.
The unit Contract price per linear foot for “Crack Sealing ¼ inch to 1 inch in width
- LF” shall be full payment for all costs incurred to perform the Work required in
Section 5-03 related to cracks that are ¼ inch to 1 inch in width.
“Crack Sealing greater than 1 inch in width - LF”, per linear foot.
The unit Contract price per linear foot for “Crack Sealing greater than 1 inch in width
- LF” shall be full payment for all costs incurred to perform the Work required in
Section 5-03 related to cracks that are greater than 1 inch in width.
“Crack Sealing-CM”, per centerline mile.
2021 Standard Specifications M 41-10 Page 5-29
Crack and Joint Sealing 5-03
The unit contract price per lane mile for “Crack Sealing-CM”, shall be full payment for
all costs incurred to perform the Work described in Section 5-03 including all lanes,
paved shoulders, road approaches, gores and irregular shaped areas.
“Crack Sealing-LF”, per linear foot.
The unit contract price per linear foot for “Crack Sealing-LF” shall be full payment for
all costs incurred to perform the Work described in Section 5-03.
“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 Existing Longitudinal and Transverse Joint”, per linear foot.
The unit Contract price per linear foot for “Sealing Existing Longitudinal and
Transverse Joint”, 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.
“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 construct the longitudinal joint between HMA and
cement concrete pavement, as described in Section 5-03.
“HMA Sawcut And Seal”, per linear foot.
The unit Contract price per linear foot for “HMA Sawcut And Seal” shall
be full payment for all costs incurred to perform the Work described in
Section 5-03.3(2)C1.
“Paved Panel Joint Seal”, per linear foot.
The unit Contract price per linear foot for “Paved Panel Joint Seal” shall
be full payment for all costs incurred to perform the Work described in
Section 5-03.3(2)C2.
Sealing Sawed Contraction Joints and Construction Joints shall be included in the
cost of “Cement Concrete Pavement”.
Page 5-30 2021 Standard Specifications M 41-10
5-04 Hot Mix Asphalt
5-04 Hot Mix Asphalt
This Section 5-04 is written in a style which, unless otherwise indicated, shall be
interpreted as direction to the Contractor.
5-04.1 Description
This Work consists of providing and placing one 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 additives or processes that reduce the optimum mixing
temperature (Warm Mix Asphalt) or serve as a compaction aid in accordance with these
Specifications.
HMA shall be composed of asphalt binder and mineral materials as required, and may
include reclaimed asphalt pavement (RAP) or reclaimed asphalt shingles (RAS), mixed in
the proportions specified to provide a homogeneous, stable, and workable mix.
5-04.2 Materials
Provide materials as specified in these sections:
Asphalt Binder 9-02.1(4)
Cationic Emulsified Asphalt 9-02.1(6)
Anti-Stripping Additive 9-02.4
HMA Additive 9-02.5
Aggregates 9-03.8
Reclaimed Asphalt Pavement (RAP) 9-03.8(3)B, 9-03.21
Reclaimed Asphalt Shingles (RAS) 9-03.8(3)B, 9-03.21
Mineral Filler 9-03.8(5)
Recycled Material 9-03.21
5-04.2(1) How to Get an HMA Mix Design on the QPL
Comply with each of the following:
• Develop the mix design in accordance with WSDOT SOP 732.
• Develop a mix design that complies with Sections 9-03.8(2) and 9-03.8(6).
• Develop a mix design no more than 6 months prior to submitting it for QPL
evaluation.
• Submit mix designs to the WSDOT State Materials Laboratory in Tumwater, including
WSDOT Form 350-042.
• Include representative samples of the materials that are to be used in the HMA
production as part of the mix design submittal.
• Identify the brand, type, and percentage of anti-stripping additive in the mix design
submittal.
• Include with the mix design submittal a certification from the asphalt binder
supplier that the anti-stripping additive is compatible with the crude source and the
formulation of asphalt binder proposed for use in the mix design.
2021 Standard Specifications M 41-10 Page 5-31
Hot Mix Asphalt 5-04
• Do not include HMA additives that reduce the optimum mixing temperature or serve
as a compaction aid when developing a mix design or submitting a mix design for QPL
evaluation. The use of HMA additives is not part of the process for obtaining approval
for listing a mix design on the QPL. Refer to Section 5-04.2(2)B.
The Contracting Agency’s basis for approving, testing, and evaluating HMA mix designs
for approval on the QPL is dependent on the contractual basis for acceptance of the HMA
mixture, as shown in Table 1.
Table 1 Basis for Contracting Agency Evaluation of HMA Mix Designs for
Approval on the QPL
Contractual Basis for
Acceptance of HMA Mixture
[see Section 5-04.3(9)]
Basis for Contracting Agency
Approval of Mix Design for
Placement on QPL
Contracting Agency Materials
Testing for Evaluation of the
Mix Design
Statistical Evaluation
WSDOT Standard Practice
QC-8 located in the WSDOT
Materials Manual M 46-01
The Contracting Agency will
test the mix design materials
for compliance with Sections
9-03.8(2) and 9-03.8(6).
Visual Evaluation
Review of Form 350-042 for
compliance with Sections
9-03.8(2) and 9-03.8(6))
The Contracting Agency
may elect to test the mix
design materials, or evaluate
in accordance with WSDOT
Standard Practice QC-8, at its
sole discretion.
If the Contracting Agency approves the mix design, it will be listed on the QPL for 12
consecutive months. The Contracting Agency may extend the 12 month listing provided
the Contractor submits a certification letter to the Qualified Products Engineer verifying
that the aggregate source and job mix formula (JMF) gradation, and asphalt binder crude
source and formulation have not changed. The Contractor may submit the certification no
sooner than three months prior to expiration of the initial 12 month mix design approval.
Within 7 calendar days of receipt of the Contractor’s certification, the Contracting Agency
will update the QPL. The maximum duration for approval of a mix design and listing
on the QPL will be 24 months from the date of initial approval or as approved by the
Engineer.
5-04.2(1)A Mix Designs Containing RAP and/or RAS
Mix designs are classified by the RAP and/or RAS content as shown in Table 2.
Table 2 Mix Design Classification Based on RAP/RAS Content
RAP/RAS Classification RAP/RAS Content1
Low RAP/No RAS 0% ≤ RAP% ≤ 20% and RAS% = 0%
High RAP/Any RAS
20% < RAP% ≤ Maximum Allowable RAP2
and/or
0% < RAS% ≤ Maximum Allowable RAS2
1Percentages in this table are by total weight of HMA.
2See Table 4 in Section 5-04.2(1)A2 to determine the limits on the maximum amount RAP and/or RAS.
Page 5-32 2021 Standard Specifications M 41-10
5-04 Hot Mix Asphalt
5-04.2(1)A1 Low RAP/No RAS – Mix Design Submittals for Placement
on QPL
For Low RAP/No RAS mix designs, comply with the following additional requirements:
1. Develop the mix design with or without the inclusion of RAP.
2. The asphalt binder grade shall be the grade indicated in the Bid item name or as
otherwise required by the Contract.
3. Submit samples of RAP if used in development of the mix design.
4. Testing RAP or RAS stockpiles is not required for obtaining approval for placing these
mix designs on the QPL.
5-04.2(1)A2 High RAP/Any RAS – Mix Design Submittals for Placement
on QPL
For High RAP/Any RAS mix designs, comply with the following additional requirements:
1. For mix designs with any RAS, test the RAS stockpile (and RAP stockpile if any RAP is
in the mix design) in accordance with Table 3.
2. For High RAP mix designs with no RAS, test the RAP stockpile in accordance with
Table 3.
3. For mix designs with High RAP/Any RAS, construct a single stockpile for RAP and
a single stockpile for RAS and isolate (sequester) these stockpiles from further
stockpiling before beginning development of the mix design. Test the RAP and RAS
during stockpile construction as required by item 1 and 2 above. Use the test data
in developing the mix design, and report the test data to The Contracting Agency on
WSDOT Form 350-042 as part of the mix design submittal for approval on the QPL.
Account for the reduction in asphalt binder contributed from RAS in accordance with
AASHTO PP 78. Do not add to these stockpiles after starting the mix design process.
Table 3 Test Frequency of RAP/RAS During RAP/RAS Stockpile Construction
for Approving a High RAP/Any RAS Mix Design for Placement on the
QPL
Test Frequency1 Test for Test Method
• 1/1000 tons of RAP
(minimum of 10 per mix
design) and
• 1/100 tons of RAS (minimum
of 10 per mix design)
Asphalt Binder Content and
Sieve Analysis of Fine and
Coarse Aggregate
FOP for AASHTO T 308
and
FOP for AASHTO T 30/T 11
• 1/500 tons of RAS (minimum
of 3 per mix design)
Asbestos Containing
Material (ACM)See Section 9-03.21(1)A
1“tons”, in this table, refers to tons of the reclaimed material before being incorporated into HMA.
2021 Standard Specifications M 41-10 Page 5-33
Hot Mix Asphalt 5-04
4. Limit the amount of RAP and/or RAS used in a High RAP/Any RAS mix design by the
amount of binder contributed by the RAP and/or RAS, in accordance with Table 4.
Table 4 Maximum Amount of RAP and/or RAS in
HMA Mixture
Maximum Amount of Binder Contributed from:
RAP RAS
40%1 minus contribution of
binder from RAS 20%2
1 Calculated as the weight of asphalt binder contributed from the RAP as
a percentage of the total weight of asphalt binder in the mixture.
2 Calculated as the weight of asphalt binder contributed from the RAS as
a percentage of the total weight of asphalt binder in the mixture.
5. Develop the mix design including RAP, RAS, recycling agent, and new binder.
6. Extract, recover, and test the asphalt residue from the RAP and RAS stockpiles to
determine the percent of recycling agent and/or grade of new asphalt binder needed
to meet but not exceed the performance grade (PG) of asphalt binder required by the
Contract.
a. Perform the asphalt extraction in accordance with AASHTO T 164 or ASTM D
2172 using reagent grade solvent.
b. Perform the asphalt recovery in accordance with AASHTO R 59 or ASTM
D 1856.
c. Test the recovered asphalt residue in accordance with AASHTO R 29 to
determine the asphalt binder grade in accordance with Section 9-02.1(4).
d. After determining the recovered asphalt binder grade, determine the percent
of recycling agent and/or grade of new asphalt binder in accordance with ASTM
D 4887.
e. Test the final blend of recycling agent, binder recovered from the RAP and
RAS, and new asphalt binder in accordance with AASHTO R 29. The final
blended binder shall meet but not exceed the performance grade of asphalt
binder required by the Contract and comply with the requirements of
Section 9-02.1(4).
7. Include the following test data with the mix design submittal:
a. All test data from RAP and RAS stockpile construction.
b. All data from testing the recovered and blended asphalt binder.
8. Include representative samples of the following with the mix design submittal:
a. RAP and RAS.
b. 150 grams of recovered asphalt residue from the RAP and RAS that are to be
used in the HMA production.
Page 5-34 2021 Standard Specifications M 41-10
5-04 Hot Mix Asphalt
5-04.2(1)B Commercial HMA – Mix Design Submittal for Placement on QPL
For HMA used in the Bid item Commercial HMA, in addition to the requirements of
Section 5-04.2(1) identify the following in the submittal:
1. Commercial HMA
2. Class of HMA
3. Performance grade of binder
4. Equivalent Single Axle Load (ESAL)
The Contracting Agency may elect to approve Commercial HMA mix designs without
evaluation.
5-04.2(1)C Mix Design Resubmittal for QPL Approval
Develop a new mix design and resubmit for approval on the QPL when any of the
following changes occur. When these occur, discontinue using the mix design until after it
is reapproved on the QPL.
1. Change in the source of crude petroleum used in the asphalt binder.
2. Changes in the asphalt binder refining process.
3. Changes in modifiers used in the asphalt binder.
4. Changes in the anti-strip additive, brand, type or quantity.
5. Changes to the source of material for aggregate.
6. Changes to the job mix formula that exceed the amounts as described in item 2 of
Section 9-03.8(7), unless otherwise approved by the Engineer.
7. Changes in the percentage of material from a stockpile, when such changes exceed
5 percent of the total aggregate weight.
a. For Low RAP/No RAS mix designs developed without RAP, changes to
the percentage of material from a stockpile will be calculated based on the total
aggregate weight not including the weight of RAP.
b. For Low RAP/No RAS mix designs developed with RAP, changes to
the percentage of material from a stockpile will be calculated based on the total
aggregate weight including the weight of RAP.
c. For High RAP/Any RAS mix designs, changes in the percentage of material from
a stockpile will be based on total aggregate weight including the weight of RAP
(and/or RAS when included in the mixture).
Prior to making any change in the amount of RAS in an approved mix design, notify the
Engineer for determination of whether a new mix design is required, and obtain the
Engineer’s approval prior to implementing such changes.
2021 Standard Specifications M 41-10 Page 5-35
Hot Mix Asphalt 5-04
5-04.2(2) Mix Design – Obtaining Project Approval
Use only mix designs listed on the Qualified Products List (QPL). Submit WSDOT Form
350-041 to the Engineer to request approval to use a mix design from the QPL. Changes
to the job mix formula (JMF) that have been approved on other contracts may be
included. The Engineer may reject a request to use a mix design if production of HMA
using that mix design on any contract is not in compliance with Section 5-04.3(11)D, E, F,
and G for mixture or compaction.
5-04.2(2)A Changes to the Job Mix Formula
The approved mix design obtained from the QPL will be considered the starting job mix
formula (JMF) and shall be used as the initial basis for acceptance of HMA mixture, as
detailed in Section 5-04.3(9).
During production the Contractor may request to adjust the JMF. Any adjustments to the
JMF will require approval of the Engineer and shall be made in accordance with item 2 of
Section 9-03.8(7). After approval by the Engineer, such adjusted JMFs shall constitute the
basis for acceptance of the HMA mixture.
5-04.2(2)B Using HMA Additives
The Contractor may, at the Contractor’s discretion, elect to use additives that reduce the
optimum mixing temperature or serve as a compaction aid for producing HMA. Additives
include organic additives, chemical additives, and foaming processes. The use of Additives
is subject to the following:
• Do not use additives that reduce the mixing temperature in accordance with
Section 5-04.3(6) in the production of High RAP/Any RAS mixtures.
• Before using additives, obtain the Engineer’s approval using WSDOT Form 350-076
to describe the proposed additive and process.
5-04.3 Construction Requirements
5-04.3(1) Weather Limitations
Do not place HMA for wearing course on any Traveled Way beginning October 1st
through March 31st of the following year, without written concurrence from the Engineer.
Do not place HMA on any wet surface, or when the average surface temperatures are less
than those specified in Table 5, or when weather conditions otherwise prevent the proper
handling or finishing of the HMA.
Table 5 Minimum Surface Temperature for Paving
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
Page 5-36 2021 Standard Specifications M 41-10
5-04 Hot Mix Asphalt
5-04.3(2) Paving Under Traffic
These requirements apply when the Roadway being paved is open to traffic.
In hot weather, the 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.
During paving operations, maintain temporary pavement markings throughout the
project. Install temporary pavement markings on the Roadway prior to opening to traffic.
Temporary pavement markings shall comply with Section 8-23.
5-04.3(3) Equipment
5-04.3(3)A Mixing Plant
Equip mixing plants as follows:
1. Use tanks for storage and preparation of asphalt binder which:
• Heat the contents by means that do not allow flame to contact the contents or
the tank, such as by steam or electricity.
• Heat and hold contents at the required temperatures.
• Continuously circulate contents to provide uniform temperature and consistency
during the operating period.
• Provide an asphalt binder sampling valve, in either the storage tank or the supply
line to the mixer.
2. Provide thermometric equipment:
• In the asphalt binder feed line near the charging valve at the mixer unit, capable
of detecting temperature ranges expected in the HMA and in a location
convenient and safe for access by Inspectors.
• At the discharge chute of the drier to automatically register or indicate the
temperature of the heated aggregates, and situated in full view of the plant
operator.
3. When heating asphalt binder:
• Do not exceed the maximum temperature of the asphalt binder recommended by
the asphalt binder supplier.
• Avoid local variations in heating.
• Provide a continuous supply of asphalt binder to the mixer at a uniform average
temperature with no individual variations exceeding 25°F.
4. Provide a mechanical sampler for sampling mineral materials that:
• Meets the crushing or screening requirements of Section 1-05.6.
5. Provide HMA sampling equipment that complies with FOP for AASHTO T 168:
• Use a mechanical sampling device accepted by the Engineer, or
• Platforms or devices to enable sampling from the truck transport without
entering the truck transport for sampling HMA.
2021 Standard Specifications M 41-10 Page 5-37
Hot Mix Asphalt 5-04
6. Provide for setup and operation of the Contracting Agency’s field testing:
• As required in Section 3-01.2(2).
7. Provide screens or a lump breaker:
• When using any RAP or any RAS, to eliminate oversize RAP or RAS particles from
entering the pug mill or drum mixer.
8. Hydrated Lime Marination Treatment:
• Wet cure the coarse aggregates with lime at a minimum rate of 1.00% of the
mass of the dry aggregate. Wet cure the fine aggregate with lime at a minimum
rate of 2.00% of the mass of the dry aggregate. Marinate (wet cure) the
aggregate in stockpiles for a minimum of 48 hours. Fine aggregate stockpiles
shall be defined as to have a minimum of 50% passing the No. 4 sieve. All other
stockpiles shall be defined as coarse aggregate. Marinate stockpiles individually.
Do not use the marination treatment process to combine stockpiles. Use the wet
cured aggregate in stockpiles within 60 days. Protect stockpiles from weather
events such as, but not limited to; rain, wind, and other weather events that will
compromise the activated lime coating.
• Before the introduction of the lime, add sufficient moisture by way of spray bars
at the aggregate bins to bring the aggregate moisture content where enough
free surface moisture is available to thoroughly wet the aggregate and activate
the lime.
• After the addition of water and lime, mix aggregate using horizontal twin-shaft
pugmill with a minimum effective length of five feet.
• Use mixing paddles which are adjustable for angular position on the shaft to
permit altering of the mixing pattern or retarding the flow to insure that the
aggregate is thoroughly coated with lime.
• Do not extend the volume of material in the pugmill above the vertical position
of the blade tips. Retard the flow of material through the pugmill by reversing a
minimum of the last two rows of paddles or providing a material dam.
• Draw lime from a storage facility in which the lime is agitated by air or other
means to keep it in a uniform free flowing condition. Deliver the lime to the
mixer from a positive weighing device which is interlocked, (actuate electric
driven feeders from the same circuit) to the flow of each aggregate feed. Equip
the lime feeder to provide a continuous uniform flow to within 5% of the
required amount.
• Calibrate the lime feeder at two different speeds (the lowest and highest speed
of the anticipated operation) in relation to the speed of the aggregate feed.
Use a target 1% lime for low speed tons per hour and 2% lime for high speed
tons per hour. Provide an approved calibrated scale or weigh metering device
to determine the actual mass of lime for each test. Furnish a test box having a
sufficient capacity to perform the calibration testing. Calibrate the lime feed so
the masses show on the metering device are within ± 5% of the weighed mass.
Page 5-38 2021 Standard Specifications M 41-10
5-04 Hot Mix Asphalt
5-04.3(3)B Hauling Equipment
Provide HMA hauling equipment with tight, clean, smooth metal beds and a cover of
canvas or other suitable material of sufficient size to protect the HMA from adverse
weather. Securely attach the cover to protect the HMA whenever the weather
conditions during the work shift include, or are forecast to include, precipitation or an air
temperature less than 45°F.
Prevent HMA from adhering to the hauling equipment. Spray metal beds with an
environmentally benign release agent. Drain excess release agent prior to filling hauling
equipment with HMA. Do not use petroleum derivatives or other coating material that
contaminate or alter the characteristics of the HMA. For hopper trucks, operate the
conveyer during the process of applying the release agent.
5-04.3(3)C Pavers
Use self-contained, power-propelled pavers provided with an internally heated vibratory
screed that is capable of spreading and finishing courses of HMA in lane widths required
by the paving section shown in the Plans.
When requested by the Engineer, provide written certification that the paver is equipped
with the most current equipment available from the manufacturer for the prevention of
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.
Operate the screed in accordance with the manufacturer’s recommendations and
in a manner to produce a finished surface of the required evenness and texture
without tearing, shoving, segregating, or gouging the mixture. Provide a copy of the
manufacturer’s recommendations upon request by the Contracting Agency. Extensions to
the screed will be allowed provided they produce the same results, including ride, density,
and surface texture as obtained by the primary screed. In the Traveled Way do not use
extensions without both augers and an internally heated vibratory screed.
Equip the paver with automatic screed controls and 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. Construct the sensor 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.
Equip the paver with automatic feeder controls, properly adjusted to maintain a uniform
depth of material ahead of the screed.
Manual operation of the screed is 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, provide reference lines for vertical control. Place
reference lines on both outer edges of the Traveled Way of each Roadway. Horizontal
2021 Standard Specifications M 41-10 Page 5-39
Hot Mix Asphalt 5-04
control utilizing the reference line is permitted. Automatically control the grade and
slope of intermediate lanes by means of reference lines or 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 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 Engineer. A
joint matcher may be used subject to the approval of the Engineer. The reference line may
be removed after completion of the first course of HMA when approved by the 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.
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 Engineer may
suspend Work as allowed by Section 1-08.6.
5-04.3(3)D Material Transfer Device or Material Transfer Vehicle
Use a material transfer device (MTD) or material transfer vehicle (MTV) to deliver the
HMA from the hauling equipment to the paving machine for any lift in (or partially in)
the top 0.30 feet of the pavement section used in traffic lanes. However, an MTD/V is
not required for HMA placed in irregularly shaped and minor areas such as tapers and
turn lanes, or for HMA mixture that is accepted by Visual Evaluation. At the Contractor’s
request the Engineer may approve paving without an MTD/V; the Engineer will determine
if an equitable adjustment in cost or time is due. If a windrow elevator is used, the
Engineer may limit the length of the windrow in urban areas or through intersections.
To be approved for use, an MTV:
1. Shall be self-propelled vehicle, separate from the hauling vehicle or paver.
2. Shall not be connected to the hauling vehicle or paver.
3. May accept HMA directly from the haul vehicle or pick up HMA from a windrow.
4. Shall mix the HMA after delivery by the hauling equipment and prior to placement
into the paving machine.
5. Shall mix the HMA sufficiently to obtain a uniform temperature throughout the
mixture.
To be approved for use, an MTD:
1. Shall be positively connected to the paver.
2. May accept HMA directly from the haul vehicle or pick up HMA from a windrow.
3. Shall mix the HMA after delivery by the hauling equipment and prior to placement
into the paving machine.
4. Shall mix the HMA sufficiently to obtain a uniform temperature throughout the
mixture.
Page 5-40 2021 Standard Specifications M 41-10
5-04 Hot Mix Asphalt
5-04.3(3)E Rollers
Operate rollers in accordance with the manufacturer’s recommendations. When
requested by the Engineer, provide a Type 1 Working Drawing of the manufacturer’s
recommendation for the use of any roller planned for use on the project. Do not use
rollers that crush aggregate, produce pickup or washboard, unevenly compact the surface,
displace the mix, or produce other undesirable results.
5-04.3(4) Preparation of Existing Paved Surfaces
Before constructing HMA on an existing paved surface, the entire surface of the
pavement shall be clean. Entirely remove all fatty asphalt patches, grease drippings,
and other deleterious substances from the existing pavement to the satisfaction of the
Engineer. Thoroughly clean all pavements or bituminous surfaces of dust, soil, pavement
grindings, and other foreign matter. Thoroughly remove any cleaning or solvent type
liquids used to clean equipment spilled on the pavement before paving proceeds. Fill
all holes and small depressions with an appropriate class of HMA. Level and thoroughly
compact the surface of the patched area.
Apply a uniform coat of asphalt (tack coat) to all paved surfaces on which any course
of HMA is to be placed or abutted. Apply tack coat to cover the cleaned existing
pavement with a thin film of residual asphalt free of streaks and bare spots. Apply a heavy
application of tack coat to all joints. For Roadways open to traffic, limit the application
of tack coat to surfaces that will be paved during the same working shift. Equip the
spreading equipment with a thermometer to indicate the temperature of the tack coat
material.
Do not operate equipment on tacked surfaces until the tack has broken and cured. Repair
tack coat damaged by the Contractor’s operation, prior to placement of the HMA.
Unless otherwise allowed by the Engineer, use cationic emulsified asphalt CSS-1, CSS-1h,
or Performance Graded (PG) asphalt for tack coat. The CSS-1 and CSS-1h may be diluted
with water at a rate not to exceed one part water to one part emulsified asphalt. Do not
allow the tack coat material to exceed the maximum temperature recommended by the
asphalt supplier.
When shown in the Plans, prelevel uneven or broken surfaces over which HMA is to be
placed by using an asphalt paver, a motor patrol grader, or by hand raking, as approved by
the Engineer.
5-04.3(4)A Crack Sealing
Crack sealing shall be in accordance with Section 5-03.
2021 Standard Specifications M 41-10 Page 5-41
Hot Mix Asphalt 5-04
5-04.3(4)B Soil Residual Herbicide
Where shown in the Plans, apply one application of an approved soil residual herbicide.
Comply with Section 8-02.3(3)B. Complete paving within 48 hours of applying the
herbicide.
Use herbicide registered with the Washington State Department of Agriculture for use
under pavement. Before use, obtain the Engineer’s approval of the herbicide and the
proposed rate of application. Include the following information 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(4)C Pavement Repair
Excavate pavement repair areas and backfill these with HMA in accordance with the
details shown in the Plans and as staked. Conduct the excavation operations in a manner
that will protect the pavement that is to remain. Repair pavement not designated to be
removed that is damaged as a result of the Contractor’s operations to the satisfaction
of the Engineer at no cost to the Contracting Agency. Excavate only within one lane at a
time unless approved otherwise by the Engineer. Do not excavate more area than can be
completely backfilled and compacted during the same shift.
Unless otherwise shown in the Plans or determined by the Engineer, excavate to a
depth of 1.0 feet. The Engineer will make the final determination of the excavation
depth required.
The minimum width of any pavement repair area shall be 40 inches unless shown
otherwise in the Plans. Before any excavation, sawcut the perimeter of the pavement
area to be removed unless the pavement in the pavement repair area is to be removed
by a pavement grinder.
Excavated materials shall be 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.
Apply a heavy application of tack coat to all surfaces of existing pavement in the
pavement repair area, in accordance with Section 5-04.3(4).
Place the HMA backfill in lifts not to exceed 0.35-foot compacted depth. Thoroughly
compact each lift by a mechanical tamper or a roller.
Page 5-42 2021 Standard Specifications M 41-10
5-04 Hot Mix Asphalt
5-04.3(5) Producing/Stockpiling Aggregates, RAP, & RAS
Produce aggregate in compliance with Section 3-01. Comply with Section 3-02 for
preparing stockpile sites, stockpiling, and removing from stockpile each of the following:
aggregates, RAP, and RAS. Provide sufficient storage space for each size of aggregate,
RAP and RAS. Fine aggregate or RAP may be uniformly blended with the RAS as a method
of preventing the agglomeration of RAS particles. Remove the aggregates, RAP and RAS
from stockpile(s) in a manner that ensures minimal segregation when being moved to the
HMA plant for processing into the final mixture. Keep different aggregate sizes separated
until they have been delivered to the HMA plant.
When hydrated lime is required by use of the marination treatment, the aggregates shall
be stockpiled in accordance with Section 5-04.3(3)A.
5-04.3(5)A Stockpiling RAP or RAS for High RAP/Any RAS Mixes
Do not place any RAP or RAS into a stockpile which has been sequestered for a High
RAP/Any RAS mix design. Do not incorporate any RAP or RAS into a High RAP/Any RAS
mixture from any source other than the stockpile which was sequestered for approval of
that particular High RAP/Any RAS mix design.
RAP that is used in a Low RAP/No RAS mix is not required to come from a sequestered
stockpile.
5-04.3(6) Mixing
The asphalt supplier shall introduce recycling agent and anti-stripping additive, in the
amount designated on the QPL for the mix design, into the asphalt binder prior to
shipment to the asphalt mixing plant.
Anti-strip is not required for temporary work that will be removed prior to Physical
Completion.
Use asphalt binder of the grade, and from the supplier, in the approved mix design.
Prior to introducing reclaimed materials into the asphalt plant, remove wire, nails, and
other foreign material. Discontinue use of the reclaimed material if the Engineer, in their
sole discretion, determines the wire, nails, or other foreign material to be excessive.
Size RAP and RAS prior to entering the mixer to provide uniform and thoroughly mixed
HMA. If there is evidence of the RAP or RAS not breaking down during the heating and
mixing of the HMA, immediately suspend the use of the RAP or RAS until changes have
been approved by the Engineer.
After the required amount of mineral materials, RAP, RAS, new asphalt binder and
recycling agent have been introduced into the mixer, mix the HMA until complete
and uniform coating of the particles and thorough distribution of the asphalt binder
throughout the mineral materials, RAP and RAS is ensured.
Upon discharge from the mixer, ensure that the temperature of the HMA does not exceed
the optimum mixing temperature shown on the accepted Mix Design Report by more
2021 Standard Specifications M 41-10 Page 5-43
Hot Mix Asphalt 5-04
than 25°F, or as allowed by the Engineer. When an additive is included in the manufacture
of HMA, do not heat the additive (at any stage of production including in binder storage
tanks) to a temperature higher than the maximum recommended by the manufacturer of
the 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, reduce the moisture content.
During the daily operation, HMA may be temporarily held in approved storage facilities.
Do not incorporate HMA into the Work that has been held for more than 24 hours after
mixing. Provide an easily readable, low bin-level indicator on the storage facility that
indicates the amount of material in storage. Waste the HMA in storage when the top level
of HMA drops 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. Dispose of rejected or waste
HMA at no expense to the Contracting Agency.
5-04.3(7) Spreading and Finishing
Do not exceed the maximum nominal compacted depth of any layer in any course, as
shown in Table 6, unless approved by the Engineer:
Table 6 Maximum Nominal Compacted Depth of Any Layer
HMA Class Wearing Course Other than Wearing Course
1 inch 0.35 feet 0.35 feet
¾ and ½ inch 0.30 feet 0.35 feet
⅜ inch 0.25 feet 0.30 feet
Use HMA pavers complying with Section 5-04.3(3) to distribute the mix. 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 one JMF is being utilized to produce HMA, place the material produced
for each JMF with separate spreading and compacting equipment. Do not intermingle
HMA produced from more than one JMF. 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(8) Aggregate Acceptance Prior to Incorporation in HMA
Sample aggregate for meeting the requirements of Section 3-04 prior to being
incorporated into HMA. (The acceptance data generated for the Section 3-04 acceptance
analysis will not be commingled with the acceptance data generated for the Section
5-04.3(9) acceptance analysis.) Aggregate acceptance samples shall be taken as described
in Section 3-04. Aggregate acceptance testing will be performed by the Contracting
Agency. Aggregate contributed from RAP and/or RAS will not be evaluated under
Section 3-04.
Page 5-44 2021 Standard Specifications M 41-10
5-04 Hot Mix Asphalt
The Contracting Agency’s combined aggregate bulk specific gravity (Gsb) blend as shown
on the HMA Mix Design will be used for VMA calculations until the Contractor submits
a written request for a Gsb test. The new Gsb will be used in the VMA calculations for
HMA from the date the Project Engineer receives the written request for a Gsb retest.
The Contractor may request aggregate specific gravity (Gsb) testing be performed by the
Contracting Agency twice per project. The Gsb blend of the combined stockpiles will be
used to calculate voids in mineral aggregate (VMA) of any HMA produced after the new
Gsb is determined.
For aggregate that will be used in HMA mixture which will be accepted by Statistical
Evaluation, the Contracting Agency’s acceptance of the aggregate will be based on:
1. Samples taken prior to mixing with asphalt binder, RAP, or RAS;
2. Testing for the materials properties of fracture, uncompacted void content, and sand
equivalent;
3. Evaluation by the Contracting Agency in accordance with Section 3-04, including
price adjustments as described therein.
For aggregate that will be used in HMA which will be accepted by Visual Evaluation,
evaluation in accordance with items 1, 2, and 3 above is at the discretion of the Engineer.
5-04.3(9) HMA Mixture Acceptance
The Contracting Agency will evaluate HMA mixture for acceptance by one of two
methods as determined from the criteria in Table 7.
Table 7 Basis of Acceptance for HMA Mixture
Visual Evaluation Statistical Evaluation
Criteria for
Selecting
the
Evaluation
Method
• HMA and Commercial HMA placed in
the following locations:
– sidewalks
– road approaches
– ditches
– slopes
– paths
– trails
– gores
– prelevel
– temporary pavement1
– pavement repair
• All HMA mixture other than that
accepted by Visual Evaluation
1 Temporary pavement is HMA that will be removed before Physical Completion of the Contract.
2021 Standard Specifications M 41-10 Page 5-45
Hot Mix Asphalt 5-04
5-04.3(9)A Test Sections
This section applies to HMA mixture accepted by Statistical Evaluation. A test section is
not allowed for HMA accepted by Visual Evaluation.
The purpose of a test section is to determine whether or not the Contractor’s mix design
and production processes will produce HMA meeting the Contract requirements related
to mixture. Construct HMA mixture test sections at the beginning of paving, using at least
600 tons and a maximum of 1,000 tons or as specified by the Engineer. Each test section
shall be constructed in one continuous operation.
5-04.3(9)A1 Test Section – When Required, When to Stop
Use Tables 8 and 9 to determine when a test section is required, optional, or not allowed,
and to determine when performing test sections may end. Each mix design will be
evaluated independently for the test section requirements.
If more than one test section is required, each test section shall be evaluated separately
by the criteria in Tables 8 and 9.
Table 8 Criteria for Conducting and Evaluating HMA Mixture Test Sections
(For HMA Mixture Accepted by Statistical Evaluation)
High RAP/Any RAS Low RAP/No RAS
Is Mixture Test Section
Optional or Mandatory?Mandatory1 At Contractor’s Option
Waiting period after paving
the test section.4 calendar days2 4 calendar days2
What Must Happen to Stop
Performing Test Sections?
Meet “Results Required
to Stop Performing Test
Sections” in Table 9 for High
RAP/Any RAS.
Provide samples and respond
to WSDOT test results
required by Table 9 for Low
RAP/No RAS.
1 If a mix design has produced an acceptable test section on a previous contract (paved in the same calendar
year, from the same plant, using the same JMF) the test section may be waived if approved by the Engineer.
2 This is to provide time needed by the Contracting Agency to complete testing and the Contractor to adjust
the mixture in response to those test results. Paving may resume when this is done.
Page 5-46 2021 Standard Specifications M 41-10
5-04 Hot Mix Asphalt
Table 9 Results Required to Stop Performing HMA Mixture Test Sections1
(For HMA Mixture Accepted by Statistical Evaluation)
Test Property
Type of HMA
High RAP/Any RAS Low RAP/No RAS
Gradation
Minimum PFi of 0.95
based on the criteria in
Section 5-04.3(9)B42
None4
Asphalt Binder
Minimum PFi of 0.95
based on the criteria in
Section 5-04.3(9)B42
None4
VMA
Minimum PFi of 0.95
based on the criteria in
Section 5-04.3(9)B42
None4
Va
Minimum PFi of 0.95
based on the criteria in
Section 5-04.3(9)B42
None4
Hamburg Wheel Track
Indirect Tensile Strength
Meet requirements of
Section 9-03.8(2)2
These tests will not be done
as part of Test Section.
Aggregates
Sand Equivalent
Uncompacted Void Content
Fracture
Nonstatistical Evaluation
in accordance with
the requirements of
Section 3-043
None3
1 In addition to the requirements of this table, acceptance of the HMA mixture used in each test section
is subject to the acceptance criteria and price adjustments for Statistical Evaluation (see Table 9a in
Section 5-04.3(9)A2).
2 Divide the test section lot into three sublots, approximately equal in size. Take one sample from each sublot,
and test each sample for the properties in the first column.
3 Take one sample for each test section lot. Test the sample for the property in the first column.
4 Divide the test section lot into three sublots, approximately equal in size. Take one sample from each sublot,
and test each sample for the property in the first column. There are no criteria for discontinuing test sections
for these mixes; however, the contractor must comply with Section 5-04.3(11)F before resuming paving.
2021 Standard Specifications M 41-10 Page 5-47
Hot Mix Asphalt 5-04
5-04.3(9)A2 Test Section – Evaluating the HMA Mixture in a
Test Section
The Engineer will evaluate the HMA mixture in each test section for rejection, acceptance,
and price adjustments based on the criteria in Table 9a using the data generated from the
testing required by Table 9 in Section 5-04.3(9)A1. Each test section shall be considered a
separate lot.
Table 9a Acceptance Criteria for HMA Mixture Placed in a Test Section (For HMA
Mixture Accepted by Statistical Evaluation)
Test Property
Type of HMA
High RAP/Any RAS Low RAP/No RAS
Gradation, Asphalt Binder,
VMA and Va
Statistical Evaluation Statistical Evaluation
Hamburg Wheel Track
Indirect Tensile Strength
Pass/Fail for the requirements
of Section 9-03.8(2)1 N/A
Aggregates
Sand Equivalent
Uncompacted Void Content
Fracture
Nonstatistical Evaluation
in accordance with the
requirements of Section 3-04
Nonstatistical Evaluation
in accordance with the
requirements of Section 3-04
1Failure to meet the specifications for Hamburg and/or IDT will cause the mixture in the test section to be
rejected.
Refer to Section 5-04.3(11).
5-04.3(9)B Mixture Acceptance – Statistical Evaluation
5-04.3(9)B1 Mixture Statistical Evaluation – Lots and Sublots
HMA mixture which is accepted by Statistical Evaluation will be evaluated by the
Contracting Agency dividing that HMA tonnage into mixture lots, and each mixture lot
will be evaluated using stratified random sampling by the Contracting Agency sub-dividing
each mixture lot into mixture sublots. All mixture in a mixture lot shall be of the same
mix design. The mixture sublots will be numbered in the order in which the mixture (of a
particular mix design) is paved.
Each mixture lot comprises a maximum of 15 mixture sublots, except:
• The final mixture lot of each mix design on the Contract will comprise a maximum of
25 sublots.
• A mixture lot for a test section will consist of three sublots.
Page 5-48 2021 Standard Specifications M 41-10
5-04 Hot Mix Asphalt
Each mixture sublot shall be approximately uniform in size with the maximum mixture
sublot size as specified in Table 10. The quantity of material represented by the final
mixture sublot of the project, for each mix design on the project, may be increased to a
maximum of two times the mixture sublot quantity calculated.
Table 10 Maximum HMA Mixture Sublot Size For HMA Accepted by Statistical
Evaluation
HMA Original Plan Quantity (tons)1 Maximum Sublot Size (tons)2
< 20,000 1,000
20,000 to 30,000 1,500
>30,000 2,000
1“Plan quantity” means the plan quantity of all HMA of the same class and binder grade which is accepted by
Statistical Evaluation.
2The maximum sublot size for each combination of HMA class and binder grade shall be calculated separately.
• For a mixture lot in progress with a mixture CPF less than 0.75, a new mixture lot
will begin at the Contractor’s request after the Engineer is satisfied that material
conforming to the Specifications can be produced. See also Section 5-04.3(11)F.
• If, before completing a mixture lot, the Contractor requests a change to the JMF
which is approved by the Engineer, the mixture produced in that lot after the
approved change will be evaluated on the basis of the changed JMF, and the mixture
produced in that lot before the approved change will be evaluated on the basis of the
unchanged JMF; however, the mixture before and after the change will be evaluated
in the same lot. Acceptance of subsequent mixture lots will be evaluated on the basis
of the changed JMF.
5-04.3(9)B2 Mixture Statistical Evaluation – Sampling
Comply with Section 1-06.2(1).
Samples of HMA mixture which is accepted by Statistical Evaluation will be randomly
selected from within each sublot, with one sample per sublot. The Engineer will determine
the random sample location using WSDOT Test Method T 716. The Contractor shall
obtain the sample when ordered by the Engineer. The Contractor shall sample the HMA
mixture in the presence of the Engineer and in accordance with FOP for AASHTO 168.
2021 Standard Specifications M 41-10 Page 5-49
Hot Mix Asphalt 5-04
5-04.3(9)B3 Mixture Statistical Evaluation – Acceptance Testing
Comply with Section 1-06.2(1).
The Contracting Agency will test the mixture sample from each sublot (including sublots
in a test section) for the properties shown in Table 11.
Table 11 Testing Required for each HMA Mixture Sublot
Test Procedure Performed by
VMA and Va WSDOT SOP 731 Engineer
Asphalt Binder Content FOP for AASHTO T 308 Engineer
Gradation: percent Passing
1½″, 1″, ¾″, ½″, ⅜″, No. 4, No. 8,
No. 200
FOP for AASHTO T 30/T 11 Engineer
The mixture samples and tests taken for the purpose of determining acceptance of the
test section (as described in Section 5-04.3(9)A) shall also be used as the test results for
acceptance of the mixture described in Sections 5-04.3(9)B3, 5-04.3(9)B4, 5-04.3(9)B5,
and 5-04.3(9)B6.
5-04.3(9)B4 Mixture Statistical Evaluation – Pay Factors
Comply with Section 1-06.2(2).
The Contracting Agency will determine a pay factor (PFi) for each of the properties in
Table 11 of Section 5-04.3(9)B3, for each mixture lot, using the quality level analysis in
Section 1-06.2(2)D. For Gradation, a pay factor will be calculated for each of the sieve
sizes listed in Table 11 of Section 5-04.3(9)B3, which is equal to or smaller than the
maximum allowable aggregate size (100 percent passing sieve) of the HMA mixture. The
USL and LSL shall be calculated using the Job Mix Formula Tolerances (for Statistical
Evaluation) in Section 9-03.8(7).
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).
Page 5-50 2021 Standard Specifications M 41-10
5-04 Hot Mix Asphalt
5-04.3(9)B5 Mixture Statistical Evaluation – Composite Pay Factors
(CPF)
Comply with Section 1-06.2(2).
In accordance with Section 1-06.2(2)D4, the Contracting Agency will determine a
Composite Pay Factor (CPF) for each mixture lot from the pay factors calculated in
Section 5-04.3(9)B4, using the price adjustment factors in Table 12. Unless otherwise
specified, the maximum CPF for HMA mixture shall be 1.05.
Table 12 HMA Mixture 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
Voids in Mineral Aggregate (VMA)10
Air Voids (Va)20
5-04.3(9)B6 Mixture Statistical Evaluation – Price Adjustments
For each HMA mixture lot, a Job Mix Compliance Price Adjustment will be determined
and applied, as follows:
JMCPA = [0.60 × (CPF – 1.00)] × Q × UP
Where
JMCPA = Job Mix Compliance Price Adjustment for a given lot of mixture ($)
CPF = Composite Pay Factor for a given lot of mixture (maximum is 1.05)
Q = Quantity in a given lot of mixture (tons)
UP = Unit price of the HMA in a given lot of mixture ($/ton)
5-04.3(9)B7 Mixture Statistical Evaluation – Retests
The Contractor may request that a mixture sublot be retested. To request a retest, submit
a written request to the Contracting Agency within 7 calendar days after the specific
test results have been posted to the website or emailed to the Contractor, whichever
occurs first. The Contracting Agency will send a split of the original acceptance sample
for testing by the Contracting Agency to either the Region Materials Laboratory or the
State Materials Laboratory as determined by the Engineer. The Contracting Agency will
not test the split of the sample 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, VMA and Va, and the results of the retest will be used for the
acceptance of the HMA mixture in place of the original mixture 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.
2021 Standard Specifications M 41-10 Page 5-51
Hot Mix Asphalt 5-04
5-04.3(9)C Vacant
5-04.3(9)D Mixture Acceptance – Visual Evaluation
Visual Evaluation of HMA mixture will be by visual inspection by the Engineer or, in the
sole discretion of the Engineer, the Engineer may sample and test the mixture.
5-04.3(9)D1 Mixture Visual Evaluation – Lots, Sampling, Testing, Price
Adjustments
HMA mixture accepted by Visual Evaluation will not be broken into lots unless the
Engineer determines that testing is required. When that occurs, the Engineer will identify
the limits of the questionable HMA mixture, and that questionable HMA mixture shall
constitute a lot. Then, the Contractor will take samples from the truck, or the Engineer will
take core samples from the roadway at a minimum of three random locations from within
the lot, selected in accordance with WSDOT Test Method T 716, taken from the roadway
in accordance with WSDOT SOP 734, and tested in accordance with WSDOT SOP 737.
The Engineer will test one of the samples for all constituents in Section 5-04.3(9)B3.
If all constituents from that test fall within the Job Mix Formula Tolerances (for Visual
Evaluation) in Section 9-03.8(7), the lot will be accepted at the unit Contract price with no
further evaluation.
When one or more constituents fall outside those tolerance limits, the other samples will
be tested for all constituents in Section 5-04.3(9)B3, and a Job Mix Compliance Price
Adjustment will be calculated in accordance with Table 13.
Table 13 Visual Evaluation – Out of Tolerance Procedures
Comply with the Following1
Pay Factors1 Section 5-04.3(9)B4
Composite Pay Factors2 Section 5-04.3(9)B5
Price Adjustments Section 5-04.3(9)B6
1The Visual Evaluation tolerance limits in Section 9-03.8(7) will be used in the
calculation of the PFi.
2The maximum CPF shall be 1.00.
5-04.3(9)E Mixture Acceptance – Notification of Acceptance Test Results
The results of all mixture acceptance testing and the Composite Pay Factor (CPF) of the
lot after three sublots have been tested will be available to the Contractor through the
Contracting Agency’s website.
The Contracting Agency will endeavor to provide written notification (via email to the
Contractor’s designee) of acceptance test results through its web-based materials testing
system Statistical Analysis of Materials (SAM) within 24 hours of the sample being made
available to the Contracting Agency. However, the Contractor agrees:
Page 5-52 2021 Standard Specifications M 41-10
5-04 Hot Mix Asphalt
1. Quality control, defined as the system used by the Contractor to monitor, assess, and
adjust its production processes to ensure that the final HMA mixture will meet the
specified level of quality, is the sole responsibility of the Contractor.
2. The Contractor has no right to rely on any testing performed by the Contracting
Agency, nor does the Contractor have any right to rely on timely notification by the
Contracting Agency of the Contracting Agency’s test results (or statistical analysis
thereof), for any part of quality control and/or for making changes or correction to
any aspect of the HMA mixture.
3. The Contractor shall make no claim for untimely notification by the Contracting
Agency of the Contracting Agency’s test results or statistical analysis.
5-04.3(10) HMA Compaction Acceptance
For all HMA, the Contractor shall comply with the General Compaction Requirements
in Section 5-04.3(10)A. The Contracting Agency will evaluate all HMA for compaction
compliance with one of the following - Statistical Evaluation, Visual Evaluation, or Test
Point Evaluation - determined by the criteria in Table 14:
Table 14 Criteria for Determining Method of Evaluation for HMA Compaction1
Statistical Evaluation of HMA
Compaction is Required For:
Visual Evaluation of HMA
Compaction is Required For:
Test Point Evaluation of HMA
Compaction is Required For:
• Any HMA for which the
specified course thickness is
greater than 0.10 feet, and
the HMA is in:
– traffic lanes, including
but not limited to:
• ramp lanes
• truck climbing lanes
• weaving lanes
• speed change lanes
• “HMA for Preleveling…”
• “HMA for Pavement
Repair…”
• Any HMA not meeting
the criteria for Statistical
Evaluation or Visual
Evaluation
1 This table applies to all HMA, and shall be the sole basis for determining the acceptance method for
compaction.
The Contracting Agency may, at its sole discretion, evaluate any HMA for compliance with
the Cyclic Density requirements of Section 5-04.3(10)B.
5-04.3(10)A HMA Compaction – General Compaction Requirements
Immediately after the HMA has been spread and struck off, and after surface irregularities
have been adjusted, thoroughly and uniformly compact the mix. 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,
alter the JMF in accordance with Section 9-03.8(7) to achieve desired results.
2021 Standard Specifications M 41-10 Page 5-53
Hot Mix Asphalt 5-04
Compact the mix when it is in the proper condition so that no undue displacement,
cracking, or shoving occurs. Compact areas inaccessible to large compaction equipment
by mechanical or hand tampers. Remove HMA that becomes loose, broken, contaminated,
shows an excess or deficiency of asphalt, or is in any way defective. Replace the removed
material with new HMA, and compact it immediately 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. Coverage with a steel wheel roller may precede pneumatic tired rolling. Unless
otherwise approved by the Engineer, operate rollers in the static mode when the internal
temperature of the mix is less than 175°F. Regardless of mix temperature, do not operate
a roller in a mode that results in checking or cracking of the mat.
On bridge decks and on roadway approaches within five feet of a bridge/back of
pavement seat, rollers shall not be operated in a vibratory mode, defined as a mode in
which the drum vibrates vertically. However, unless otherwise noted on the plans, rollers
may be operated in an oscillatory mode, defined as a mode in which the drum vibrates in
the horizontal direction only.
5-04.3(10)B HMA Compaction – Cyclic Density
Low cyclic density areas are defined as spots or streaks in the pavement that are less
than 90 percent of the theoretical maximum density. At the Engineer’s discretion, the
Engineer may evaluate the HMA pavement for low cyclic density, and when doing so will
follow WSDOT SOP 733. A $500 Cyclic Density Price Adjustment will be assessed for any
500-foot section with two or more density readings below 90 percent of the theoretical
maximum density.
5-04.3(10)C HMA Compaction Acceptance – Statistical Evaluation
HMA compaction which is accepted by Statistical Evaluation will be based on acceptance
testing performed by the Contracting Agency, and statistical analysis of those acceptance
tests results. This will result in a Compaction Price Adjustment.
5-04.3(10)C1 HMA Compaction Statistical Evaluation – Lots and Sublots
HMA compaction which is accepted by Statistical Evaluation will be evaluated by the
Contracting Agency dividing the project into compaction lots, and each compaction lot
will be evaluated using stratified random sampling by the Contracting Agency sub-dividing
each compaction lot into compaction sublots. All mixture in any individual compaction lot
shall be of the same mix design. The compaction sublots will be numbered in the order in
which the mixture (of a particular mix design) is paved.
Each compaction lot comprises a maximum of 15 compaction sublots, except for the
final compaction lot of each mix design on the Contract, which comprises a maximum of
25 sublots.
Page 5-54 2021 Standard Specifications M 41-10
5-04 Hot Mix Asphalt
Each compaction sublot shall be uniform in size as shown in Table 15, except that the
last compaction sublot of each day may be increased to a maximum of two times the
compaction sublot quantity calculated. Minor variations in the size of any sublot shall not
be cause to invalidate the associated test result.
Table 15 HMA Compaction Sublot Size
HMA Original Plan Quantity (tons)1 Compaction Sublot Size (tons)
<20,000 100
20,000 to 30,000 150
>30,000 200
1In determining the plan quantity tonnage, do not include any tons accepted by test
point evaluation.
The following will cause one compaction lot to end prematurely and a new compaction lot
to begin:
• For a compaction lot in progress with a compaction CPF less than 0.75 using an LSL
= 91.5, a new compaction lot will begin at the Contractor’s request after the Engineer
is satisfied that material conforming to the Specifications can be produced. See also
Section 5-04.3(11)F.
All HMA which is paved on a bridge and accepted for compaction by Statistical Evaluation
will compose a bridge compaction lot. If the contract includes such HMA on more than
one bridge, compaction will be evaluated on each bridge individually, as separate bridge
compaction lots.
Bridge compaction sublots will be determined by the Engineer subject to the following:
• All sublots on a given bridge will be approximately the same size.
• Sublots will be stratified from the lot.
• In no case will there be less than 3 sublots in each bridge compaction lot.
• No sublot will exceed 50 tons.
• Compaction test locations will be determined by the Engineer in accordance with
WSDOT Test Method T 716.
5-04.3(10)C2 HMA Compaction Statistical Evaluation – Acceptance
Testing
Comply with Section 1-06.2(1).
The location of HMA compaction acceptance tests will be randomly selected by the
Contracting Agency from within each sublot, with one test per sublot. The Contracting
Agency will determine the random sample location using WSDOT Test Method T 716.
Use Table 16 to determine compaction acceptance test procedures and to allocate
compaction acceptance sampling and testing responsibilities between the Contractor and
the Contracting Agency. HMA cores shall be taken or nuclear density testing shall occur
after completion of the finish rolling, prior to opening to traffic, and on the same day that
the mix is placed.
2021 Standard Specifications M 41-10 Page 5-55
Hot Mix Asphalt 5-04
Table 16 HMA Compaction Acceptance Testing Procedures and Responsibilities
When Contract Includes
Bid Item “HMA Core
– Roadway” or “HMA
Core – Bridge”4
When Contract Does Not Include Bid Item “HMA
Core – Roadway” or “HMA Core – Bridge”4
Basis for Test:Cores Cores3 Nuclear Density Gauge3
In-Place Density
Determined by:
Contractor shall take
cores1 using WSDOT SOP
7342
Contracting Agency will
determine core density
using FOP for AASHTO
T 166
Contracting Agency will
take cores1 using WSDOT
SOP 734
Contracting Agency will
determine core density
using FOP for AASHTO
T 166
Contracting Agency, using
FOP for AASHTO T 355
Theoretical
Maximum
Density
Determined by:
Contracting Agency, using FOP for AASHTO T 209
Rolling Average
of Theoretical
Maximum
Densities
Determined by:
Contracting Agency, using WSDOT SOP 729
Percent
Compaction
in Each Sublot
Determined by:
Contracting Agency,
using WSDOT SOP 736
Contracting Agency,
using WSDOT SOP 736
Contracting Agency,
using FOP for AASHTO
T 355
1 The core diameter shall be 4-inches unless otherwise approved by the Engineer.
2 The Contractor shall take the core samples in the presence of the Engineer, at locations designated by the
Engineer, and deliver the core samples to the Contracting Agency.
3 The Contracting Agency will determine, in its sole discretion, whether it will take cores or use the nuclear
density gauge to determine in-place density. Exclusive reliance on cores for density acceptance is generally
intended for small paving projects and is not intended as a replacement for nuclear gauge density testing on
typical projects.
4 The basis for test of all compaction sublots in a bridge compaction lot shall be cores. These cores shall be
taken by the Contractor when the Proposal includes the bid item “HMA Cores – Bridge”. When there is no
bid item for “HMA Cores – Bridge”, the Engineer will be responsible for taking HMA cores for all compaction
sublots in a bridge compaction lot. In either case, the Engineer will determine core location, in-place density
of the core, theoretical maximum density, rolling average of theoretical maximum density, and percent
compaction using the procedure called for in this section.
When using the nuclear density gauge for acceptance testing of pavement density, the
Engineer will follow WSDOT SOP 730 for correlating the nuclear gauge with HMA cores.
When cores are required for the correlation, coring and testing will be by the Contracting
Agency. When a core is taken for gauge correlation at the location of a sublot, the relative
density of the core will be used for the sublot test result and is exempt from retesting.
Page 5-56 2021 Standard Specifications M 41-10
5-04 Hot Mix Asphalt
5-04.3(10)C3 HMA Statistical Compaction – Price Adjustments
For each HMA compaction lot (that is accepted by Statistical Evaluation) which has
less than three compaction sublots, for which all compaction sublots attain a minimum
of 92 percent compaction determined in accordance with FOP for AASHTO T 355 (or
WSDOT SOP 736 when provided by the Contract), the HMA will be accepted at the unit
Contract price with no further evaluation.
For each HMA compaction lot (that is accepted by Statistical Evaluation) which does
not meet the criteria in the preceding paragraph, the compaction lot shall be evaluated
in accordance with Section 1-06.2(2)D5 to determine the appropriate Composite Pay
Factor (CPF). All of the test results obtained from the acceptance samples from a given
compaction lot shall be evaluated collectively. Additional testing by either a nuclear
density gauge or cores will be completed as required to provide a minimum of three tests
for evaluation.
For the statistical analysis in Section 1-06.2, use the following values:
x = percent compaction for each sublot
USL = 100
LSL = 92
Determine the Compaction Price Adjustment (CPA) from the table below, selecting the
equation for CPA that corresponds to the value of CPF determined above.
Calculating HMA Compaction Price Adjustment (CPA)
Value of CPF Equation for Calculating CPA
When CPF > 1.00 CPA = [1.00 x (CPF – 1.00)] x Q x UP
When CPF = 1.00 CPA = $0
When CPF < 1.0 CPA = [0.40 x (CPF – 1.00)] x Q x UP
Where
CPA = Compaction Price Adjustment for the compaction lot ($)
CPF = Composite Pay Factor for the compaction lot (maximum is 1.05)
Q = Quantity in the compaction lot (tons)
UP = Unit price of the HMA in the compaction lot ($/ton)
5-04.3(10)C4 HMA Statistical Compaction – Requests for Retesting
For a compaction sublot that has been tested with a nuclear density gauge that did not
meet the minimum of 92.0 percent of the theoretical 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, taken at the same location as the nuclear density
test, be used for determination of the relative density of the compaction sublot. The
relative density of the core will replace the relative density determined by the nuclear
density gauge for the compaction 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 compaction sublot have been provided or made available to
2021 Standard Specifications M 41-10 Page 5-57
Hot Mix Asphalt 5-04
the Contractor. Traffic control shall be provided by the Contractor as requested by the
Engineer. Failure by the Contractor to provide the requested traffic control will result in
forfeiture of the request for retesting. When the CPF for the compaction lot based on the
results of the cores is less than 1.00, the Contracting Agency will deduct the cost for the
coring 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.
5-04.3(10)D HMA Compaction – Visual Evaluation
Visual Evaluation will be the basis of acceptance for compaction of the Bid items “HMA
for Pavement Repair Cl. ___ PG ___” and “HMA for Prelevelling Class___ PG___”. This HMA
shall be thoroughly compacted to the satisfaction of the Engineer. HMA that is used to
prelevel wheel ruts shall be compacted with a pneumatic tire roller.
5-04.3(10)E HMA Compaction – Test Point Evaluation
When compaction acceptance is by Test Point Evaluation, compact HMA based on a test
point evaluation of the compaction train. Perform the test point evaluation in accordance
with instructions from the 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.
5-04.3(10)F HMA Compaction Acceptance – Notification of Acceptance Test
Results
The obligations and responsibilities for notifying the Contractor of compaction
acceptance test results are the same as for mixture acceptance test results. See
Section 5-04.3(9)E.
5-04.3(11) Reject Work
This section applies to HMA and all requirements related to HMA (except aggregates prior
to being incorporated into HMA). For rejection of aggregate prior to its incorporation into
HMA refer to Section 3-04.
5-04.3(11)A Reject Work – General
Work that is defective or does not conform to Contract requirements shall be rejected.
The Contractor may propose, in writing, alternatives to removal and replacement of
rejected material. Acceptability of such alternative proposals will be determined at the
sole discretion of the Engineer.
5-04.3(11)B Rejection by Contractor
The Contractor may, prior to acceptance sampling and testing, elect to remove any
defective material and replace it with new material. Any such new material will be
sampled, tested, and evaluated for acceptance.
Page 5-58 2021 Standard Specifications M 41-10
5-04 Hot Mix Asphalt
5-04.3(11)C Rejection Without Testing (Mixture or Compaction)
The 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.
No payment will be made for the rejected materials or the removal of the materials unless
the Contractor requests the rejected material to be tested. If the Contractor requests
testing, acceptance will be by Statistical Evaluation, and a minimum of three samples
will be obtained and tested. When uncompacted material is required for testing but
not available, the Engineer will determine random sample locations on the roadway in
accordance with WSDOT Test Method T 716, take cores in accordance with WSDOT
SOP 734, and test the cores in accordance with WSDOT SOP 737.
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 Rejection – A Partial Sublot (Mixture or Compaction)
In addition to the random acceptance sampling and testing, the Engineer may also isolate
from a mixture or compaction 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. The Contracting Agency will obtain a minimum
of three random samples of the suspect material and perform the testing. When
uncompacted material is required for testing but is not available, the Engineer will select
random sample locations on the roadway in accordance with WSDOT Test Method
T 716, take cores samples in accordance with WSDOT SOP 734, and test the material in
accordance with WSDOT SOP 737. The material will then be statistically evaluated as an
independent lot in accordance with Section 1-06.2(2).
5-04.3(11)E Rejection – An Entire Sublot (Mixture or Compaction)
An entire mixture or compaction sublot that is suspected of being defective may be
rejected. When this occurs, a minimum of two additional random samples from this sublot
will be obtained. When uncompacted material is required for the additional samples but
the material has been compacted, the Contracting Agency will take and test cores from
the roadway as described in Section 5-04.3(11)D. The additional samples and the original
sublot will be evaluated as an independent lot in accordance with Section 1-06.2(2).
2021 Standard Specifications M 41-10 Page 5-59
Hot Mix Asphalt 5-04
5-04.3(11)F Rejection - A Lot in Progress (Mixture or Compaction)
The Contractor shall shut down operations and shall not resume HMA placement until
such time as the Engineer is satisfied that material conforming to the Specifications can
be produced when:
1. the Composite Pay Factor (CPF) of a mixture or compaction lot in progress drops
below 1.00 and the Contractor is taking no corrective action, or
2. the Pay Factor (PFi) for any constituent of a mixture or compaction lot in progress
drops below 0.95 and the Contractor is taking no corrective action, or
3. either the PFi for any constituent (or the CPF) of a mixture or compaction lot in
progress is less than 0.75.
5-04.3(11)G Rejection – An Entire Lot (Mixture or Compaction)
An entire lot with a CPF of less than 0.75 will be rejected.
5-04.3(12) Joints
5-04.3(12)A HMA Joints
5-04.3(12)A1 Transverse Joints
Conduct operations such that the placement of the top or wearing course is a continuous
operation or as close to continuous as possible. Unscheduled transverse joints will be
allowed, but the roller may pass over the unprotected end of the freshly laid HMA only
when the placement of the course is discontinued for such a length of time that the
HMA will cool below compaction temperature. When the Work is resumed, cut back the
previously compacted HMA to produce a slightly beveled edge for the full thickness of
the course.
Construct a temporary wedge of HMA on a 50H:1V where a transverse joint as a result
of paving or planing is open to traffic. Separate the HMA in the temporary wedge from
the permanent HMA upon which it is placed by strips of heavy wrapping paper or other
methods approved by the Engineer. Remove the wrapping paper and trim the joint to a
slightly beveled edge for the full thickness of the course prior to resumption of paving.
Waste the material that is cut away and place new HMA against the cut. Use rollers or
tamping irons to seal the joint.
5-04.3(12)A2 Longitudinal Joints
Offset the longitudinal joint in any one course from the course immediately below by
not more than 6 inches nor less than 2 inches. Locate all longitudinal joints constructed
in the wearing course at a lane line or an edge line of the Traveled Way. Construct a
notched wedge joint along all longitudinal joints in the wearing surface of new HMA
unless otherwise approved by the Engineer. The notched wedge joint shall have a vertical
edge of not less than the maximum aggregate size nor more than ½ of the compacted lift
thickness, and then taper down on a slope not steeper than 4H:1V. Uniformly compact
the sloped portion of the HMA notched wedge joint.
Page 5-60 2021 Standard Specifications M 41-10
5-04 Hot Mix Asphalt
On one-lane ramps a longitudinal joint may be constructed at the center of the traffic
lane, subject to approval by the 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. Two paving machines shall be used to construct the hot-lap joint.
b. The pavement within 6 inches of the hot-lap joint will not be excluded from
random location selection for compaction testing.
c. Construction equipment other than rollers shall not operate on any
uncompacted HMA.
When HMA is placed adjacent to cement concrete pavement comply with Section 5-03.
5-04.3(12)B Bridge Paving Joint Seals
Bridge Paving Joint Seals shall be in accordance with Section 5-03.
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, correct the pavement surface by one of the following methods:
1. Remove material from high places by grinding with an approved grinding machine, or
2. Remove and replace the wearing course of HMA, or
3. By other method approved by the Engineer.
Correct defects 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
Engineer, will not produce satisfactory results will be accepted with a price adjustment.
The 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.
2021 Standard Specifications M 41-10 Page 5-61
Hot Mix Asphalt 5-04
When 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 concrete pavement. Prior to placing the concrete pavement, bring any
such irregularities to the required tolerance by grinding or other means allowed by
the Engineer.
When utility appurtenances such as manhole covers and valve boxes are located in the
Traveled Way, pave the Roadway before the utility appurtenances are adjusted to the
finished grade.
5-04.3(14) Planing Bituminous Pavement
Plane 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 no
additional cost to the Contracting Agency.
For mainline planing operations, use equipment with automatic controls and 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.
Remove all loose debris from the planed surface before opening the planed surface to
traffic. 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,
or as otherwise allowed by the Contract.
5-04.3(15) Sealing Pavement Surfaces
Apply a fog seal where shown in the Plans. Construct the fog seal in accordance with
Section 5-02.3. Unless otherwise approved by the Engineer, apply the fog seal prior to
opening to traffic.
5-04.3(16) HMA Road Approaches
Construct HMA approaches at the locations shown in the Plans or where staked by the
Engineer, in accordance with Section 5-04.
Page 5-62 2021 Standard Specifications M 41-10
5-04 Hot Mix Asphalt
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, mineral filler, or any other component of the HMA. If the
Contractor elects to remove and replace HMA as allowed by Section 5-04.3(11), the
material removed will not be measured.
Roadway cores will be measured per each for the number of cores taken.
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.
Pavement repair excavation will be measured by the square yard of surface marked prior
to excavation.
Asphalt for fog seal will be measured by the ton, as provided in Section 5-02.4.
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.
Water will be measured by the M gallon as provided in Section 2-07.4.
5-04.5 Payment
Payment will be made 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, including anti-
stripping additive, incurred to carry out the requirements of Section 5-04 except for
those costs included in other items which are included in this Subsection and which
are included in the Proposal.
“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(4)B.
2021 Standard Specifications M 41-10 Page 5-63
Hot Mix Asphalt 5-04
“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(4)C 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 Fog Seal”, per ton.
Payment for “Asphalt for Fog Seal” is described in Section 5-02.5.
“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.
“Water”, per M gallon.
Payment for “Water” is described in Section 2-07.5.
“Job Mix Compliance Price Adjustment”, by calculation.
“Job Mix Compliance Price Adjustment” will be calculated and paid for as described
in Section 5-04.3(9)B6 and 5-04.3(9)D1.
“Compaction Price Adjustment”, by calculation.
“Compaction Price Adjustment” will be calculated and paid for as described in
Section 5-04.3(10)C3.
“HMA Core – Bridge”, per each.
The unit Contract price per each for “HMA Core – Bridge” shall be full payment
for all costs, including traffic control, associated with taking HMA density cores in
pavement that is on a bridge deck.
“HMA Core – Roadway”, per each.
The unit Contract price per each for “HMA Core – Roadway” shall be full payment
for all costs, including traffic control, associated with taking HMA density cores in
pavement that is not on a bridge deck.
“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.
Page 5-64 2021 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 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:
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 9-20.1
Curing Materials and Admixtures 9-23
Water 9-25
Epoxy Resins 9-26
Cementitious materials are considered to be the following: portland cement, blended
hydraulic cement, fly ash, ground granulated blast furnace slag, and microsilica fume.
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.
2021 Standard Specifications M 41-10 Page 5-65
Cement Concrete Pavement 5-05
Ground granulated blast furnace slag, if used, shall not exceed 30 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(1)B Blended Hydraulic Cements may
be used.
The water/cement ratio shall be calculated on the total weight of cementitious
material. Cementitious materials are those listed in Section 5-05.2. The minimum
cementitious material for any mix design shall be 564 pounds per cubic yard.
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 five 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 five sets of cylinders, for evaluation of 28-
day strengths, according to FOP for AASHTO T 22 and FOP for 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. Mix Design Modifications – The Contractor may initiate adjustments to the
aggregate proportions of the approved mix design. An adjustment in both the fine
and coarse aggregate batch target weights of plus or minus 200 pounds per cubic
yard will be allowed without resubmittal of the mix design. The adjusted aggregate
weights shall become the new batch target weights for the mix design.
4. Conformance to Mix Design – Cement and coarse and fine aggregate weights shall
be within the following tolerances of the batch target weights of the mix design:
Concrete Batch Weights
Cement +5%-1%
Coarse Aggregate + 2%- 2%
Fine Aggregate + 2%- 2%
Page 5-66 2021 Standard Specifications M 41-10
5-05 Cement Concrete Pavement
If the total cementitious material weight is made up of different components, these
component weights shall be within the following tolerances:
a. 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.
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.
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.
2021 Standard Specifications M 41-10 Page 5-67
Cement Concrete Pavement 5-05
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 concrete is in a workable condition when
placed and:
a. discharge is completed within 45 minutes after the introduction of mixing water
to the cement and aggregates, or
b. discharge is completed within 60 minutes after the introduction of mixing water
to the cement and aggregates, provided the concrete mix temperature is 70°F
or below during placement, or
c. discharge is completed within 60 minutes after the introduction of mixing
water to the cement and aggregates, provided the mix contains an approved set
retarder at the manufacturer’s minimum dosage rate.
Page 5-68 2021 Standard Specifications M 41-10
5-05 Cement Concrete Pavement
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
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
Inertial profilers shall meet all requirements of AASHTO M 328 and be certified in
accordance with AASHTO R 56 within the preceding 12 months.
The inertial profiler operator shall be certified as required by AASHTO R 56 within three
years preceding profile measurement.
Equipment or operator certification by other states or a profiler certification facility
will be accepted provided the certification meets the requirements of AASHTO R 56.
Documentation verifying certification by another state shall be submitted to the Engineer
a minimum of 14 calendar days prior to profile measurement. Equipment certification
documentation shall include the information required by part 8.5 and 8.6 of AASHTO
R 56. Operator documentation shall include a statement from the certifying state that
indicates the operator is certified to operate the inertial profiler to be used on the project.
The decision whether another state’s certification meets the requirements of AASHTO
R 56 shall be vested entirely in the Engineer.
2021 Standard Specifications M 41-10 Page 5-69
Cement Concrete Pavement 5-05
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 2,500 cubic yards of
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 accepted type.
5-05.3(4)A Acceptance of Portland Cement or Blended Hydraulic Cement
Concrete Pavement
Acceptance of portland cement or blended hydraulic 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.
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 1,500 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 1,500 cubic yards and (2) all contracts advertised,
Awarded and administered by agencies other than WSDOT.
Page 5-70 2021 Standard Specifications M 41-10
5-05 Cement Concrete Pavement
The point of acceptance will be in accordance with FOP for WAQTC 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 FOP for WAQTC TM 2. Air content
shall be determined by conducting FOP for AASHTO T 152. Compressive strength shall
be determined by FOP for AASHTO T 23 and FOP for 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 $250.00 per
sample shall be borne by the Contractor. If the rejected material passes both tests, the
mix will be compensated at a CPF of 1.00 and the cost of the sampling and testing will
borne by the Contracting Agency.
2021 Standard Specifications M 41-10 Page 5-71
Cement Concrete Pavement 5-05
Statistical Acceptance
The results of all acceptance testing performed in the field and the Composite Pay Factor
(CPF) of the lot after three sublots have been tested will be available to the contractor
through WSDOT’s website.
The Specification limits as defined in Section 1-06.2(2)D shall be as follows. The lower
Specification limit for Air Content shall be 3 percent, and the upper Specification limit for
Air Content shall be 7 percent. The lower Specification limit for compressive strength shall
be 4,000 psi.
The price adjustment factor (fi) defined in Section 1-06.2(2)D shall be six for compressive
strength and four for air content.
If either the air content or compressive strength is not measured in accordance with this
section its individual pay factor will be considered to be 1.00 in calculating the Composite
Pay Factor.
For each lot of cement concrete pavement a Cement Concrete Compliance Adjustment
will be determined and applied, as follows:
CCCA = (CPF – 1.00) × Q × UP
Where
CCCA = Cement Concrete Compliance Adjustment for a given lot of mixture ($)
CPF = Composite Pay Factor for a given lot of cement concrete pavement
(maximum is 1.05)
Q = Quantity in a given lot cement concrete pavement (cubic yards) as calculated in
accordance with Section 5-04.
UP = Unit price of the cement concrete pavement in a given lot ($/cubic yard)
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 4,000 psi.
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
Page 5-72 2021 Standard Specifications M 41-10
5-05 Cement Concrete Pavement
accordance with FOP for 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.
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 Sections 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
2021 Standard Specifications M 41-10 Page 5-73
Cement Concrete Pavement 5-05
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) Surface Preparation
The Subgrade surface 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 during a heavy rainfall. Prior to placing concrete:
1. The surface shall be moist;
2. Excess water (e.g., standing, pooling or flowing) shall be removed from the surface.
3. The surface shall be clean and free of any deleterious materials.
4. The surface temperature shall not exceed 120°F or be frozen.
5-05.3(7) Placing, Spreading, and Compacting Concrete
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, or by an electronic control system
capable of controlling the line and grade within required tolerances. 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.
Page 5-74 2021 Standard Specifications M 41-10
5-05 Cement Concrete Pavement
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.
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 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.
2021 Standard Specifications M 41-10 Page 5-75
Cement Concrete Pavement 5-05
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:
All contraction joints shall be constructed at the locations, intervals, and depths shown in
the Standard Plans. 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.
Page 5-76 2021 Standard Specifications M 41-10
5-05 Cement Concrete Pavement
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
Sealing sawed contraction joints shall be in accordance with Section 5-03.
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 Plans.
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 in accordance with
Section 5-03.3(3)C.
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
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 Plans. 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 Plans 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
Plans. 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
2021 Standard Specifications M 41-10 Page 5-77
Cement Concrete Pavement 5-05
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 1-06.3, 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 Plans 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 clean 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 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).
Page 5-78 2021 Standard Specifications M 41-10
5-05 Cement Concrete Pavement
The standard method of surface finish shall be longitudinal tining. In advance of curing
operations, where longitudinal tining is required, the pavement shall be given an initial and
a final texturing. Initial texturing shall be performed with a burlap drag or broom device
that will produce striations parallel with the centerline. Final texturing shall be performed
with a wire comb tine device that will produce grooves parallel with the centerline. The
wire comb tine device shall be operated within 5 inches, but not closer than 3 inches, of
pavement edges.
Burlap drags, brooms, and tine devices shall be installed on self-propelled equipment
having external alignment control. The installation shall be such that, when texturing,
the area of burlap in contact with the pavement surface shall be maintained constant
at all times. Broom and tine devices shall be provided with positive elevation control.
Downward pressure on pavement surface shall be maintained at all times during
texturing so as to achieve uniform texturing without measurable variations in pavement
profile. Self-propelled texturing machines shall be operated so that travel speed when
texturing is maintained constant. Failure of equipment to conform to all provisions in this
paragraph shall constitute cause for stopping placement of concrete until the equipment
deficiency or malfunction is corrected. The wire comb of the final texturing device shall
be rectangular in cross section, 3/32 to 1/8 inch wide, on ¾-inch centers, ± 1/8-inch, and of
sufficient length, thickness, and resilience to form grooves approximately 1/8 inch deep in
the fresh concrete surface. Final texture shall be uniform in appearance with substantially
all of the grooves having a depth between 1/16 and 3/16 inch.
On projects requiring less than 1,000 square yards of cement concrete pavement, for
irregular areas or areas not accessible to slip-form pavers, the surface finish may be either
longitudinal tined or transverse tined.
Transverse tining shall be done by texturing with a wire comb perpendicular to the
centerline of the pavement. The wire comb tines shall be rectangular in cross section,
3/32 to 1/8 inch wide, on ½-inch centers ± 1/8 inch, and of sufficient length, thickness, and
resilience to form grooves approximately 1/8 inch deep in the fresh concrete surface.
Final texture shall be uniform in appearance with substantially all of the grooves having
a depth between 1/16 to 3/16 inch. Finishing shall take place with the elements of the wire
comb as nearly perpendicular to the concrete surface as is practical, to eliminate dragging
the mortar.
If the tining equipment has not been previously approved, a test section shall be
constructed prior to approval of the equipment.
Regardless of the surface finish, 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.
2021 Standard Specifications M 41-10 Page 5-79
Cement Concrete Pavement 5-05
5-05.3(12) Surface Smoothness
Pavement surface smoothness for this project will include International Roughness Index
(IRI) testing. The Contractor shall perform IRI testing on each through lane, climbing
lane, and passing lane, greater than 0.25 mile in length and these lanes will be subject
to incentive/disincentive adjustments. Ride quality will be evaluated using the Mean
Roughness Index (MRI) calculated by averaging the IRI data for the left and right wheel
path within the section.
Ramps, shoulders and tapers will not be included in MRI testing for pavement smoothness
and will not be subject to incentive adjustments. All Work is subject to parallel and
transverse 10-foot straightedge requirements, corrective work and disincentive
adjustments.
Operate the inertial profiler in accordance with AASHTO R 57. Collect two longitudinal
traces, one in each wheel path. Collect profile data after completion of all concrete paving
on the project in a continuous pass including areas excluded from pay adjustments.
Provide notice to the Engineer a minimum of seven calendar days prior to testing.
Within 30 calendar days after the Contractor’s testing, the Engineer may perform
verification testing. If the verification testing shows a difference in MRI greater than
the percentages shown in Table 2 of AASHTO R 54 the following resolution process will
be followed:
1. The profiles, equipment and procedures will be evaluated to determine the cause of
the difference.
2. If the cause of the discrepancy cannot be resolved the pavement shall be retested
with both profilers at a mutually agreed time. The two profilers will test the section
within 30 minutes of each other. If the retest shows a difference in MRI equal or
greater than the percentages shown in Table 2 of AASHTO R 54 the Engineer’s test
results will be used to establish pay adjustments.
Surface smoothness of travel lanes not subject to MRI testing will be measured with
a 10-foot straightedge no later than 5:00 p.m. of the day following the placing of
the concrete. The completed surface of the wearing course shall not vary more than
1/8 inch from the lower edge of a 10-foot straightedge placed on the surface parallel to
the centerline.
Smoothness perpendicular to the centerline will be measured with a 10-foot straightedge
across all lanes with the same cross slope, including shoulders when composed of
cement concrete pavement. The overlapping 10-foot straightedge measurement shall
be discontinued at a point 6 inches from the most extreme outside edge of the finished
cement concrete pavement. The completed surface of the wearing course shall not vary
more than ¼ inch from the lower edge of a 10-foot straightedge placed on the surface
perpendicular to the centerline. Any deviations in excess of the above tolerances shall
be corrected.
Page 5-80 2021 Standard Specifications M 41-10
5-05 Cement Concrete Pavement
The Contractor shall evaluate profiles for acceptance, incentive payments, disincentive
payments, or corrective action using the current version of ProVAL and provide the results
including the profile data in unfiltered electronic Engineering Research Division (ERD)
file format to the Engineer within 2 calendar days of completing testing each section of
pavement. If the profile data files are created using an export option in the manufacturer’s
software where filter settings can be specified, use the filter settings that were used to
create data files for certification. Analyze the entire profile. Exclude any areas specifically
identified in the Contract. Exclude from the analysis the first 100 feet after the start
of the paving operations and last 100 feet prior to the end of the paving operation,
the first 100 feet on either side of bridge Structures and bridge approach slab. Report
the MRI results in inches per mile for each 52.8 foot section and horizontal distance
measurements in project stationing to the nearest foot. Include pay adjustments in the
results. The Engineer will verify the analysis.
Corrective work for pavement smoothness may be taken by the Contractor prior to
MRI testing. After completion of the MRI testing the Contractor shall measure the
smoothness of each 52.8-foot section with an MRI greater than 125 inches per mile
with a 10-foot straightedge within 14 calendar days or as allowed by the Engineer. The
Contractor shall identify all locations that require corrective work and provide the straight
edge measurements at each location that exceeds the allowable limit to the Engineer.
If all measurements in a 52.8-foot section comply with smoothness requirements, the
Contractor shall provide the maximum measurement to the Engineer and a statement that
corrective work is not required. Unless allowed by the Engineer, corrective work shall be
taken by the Contractor for pavement identified by the Contractor or Engineer that does
not meet the following requirements:
1. The completed surface shall be of uniform texture, smooth, uniform as to crown and
grade, and free from defects of all kinds.
2. The completed surface shall not vary more than ⅛ inch from the lower edge of a 10-
foot straightedge placed on the surface parallel to the centerline.
3. The completed surface shall vary not more than ¼ inch in 10 feet from the rate of
transverse slope shown in the Plans.
All corrective work shall be completed at no additional expense, including traffic control,
to the Contracting Agency. Corrective work shall not begin until the concrete has reached
its design strength unless allowed by the Engineer. Pavement shall be repaired by one or
more of the following methods:
1. Diamond grinding; repairs shall not reduce pavement thickness by more than ¼ inch
less than the thickness shown in the Plans. When required by the Engineer, the
Contractor shall verify the thickness of the concrete pavement by coring. Thickness
reduction due to corrective work will not be included in thickness measurements for
calculating the Thickness Deficiency in Section 5-05.5(1)A.
2. Removal and replacement of the cement concrete pavement.
3. By other method allowed by the Engineer.
2021 Standard Specifications M 41-10 Page 5-81
Cement Concrete Pavement 5-05
For repairs following MRI testing the repaired area shall be checked by the Contractor
with a 10-foot straightedge to ensure it no longer requires corrective work. With
concurrence of the Engineer an inertial profiler may be used in place of the 10-foot
straight edge.
If correction of the roadway as listed above either will not or does not produce
satisfactory results as to smoothness or serviceability the Engineer may accept the
completed pavement and a credit will be calculated in accordance with Section 5-05.5.
The credit will be in addition to the price adjustment for MRI. Under these circumstances,
the decision whether to accept the completed pavement or to require corrective work as
described above shall be vested entirely in the Engineer.
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.
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.
Page 5-82 2021 Standard Specifications M 41-10
5-05 Cement Concrete Pavement
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 2,500 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.
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
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 2,500 psi.
2021 Standard Specifications M 41-10 Page 5-83
Cement Concrete Pavement 5-05
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 2,500 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 2,500 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, two 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 2,500 psi as determined from
cylinders, made at the time of placement, cured under comparable conditions, and tested
in accordance with FOP for 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.
Page 5-84 2021 Standard Specifications M 41-10
5-05 Cement Concrete Pavement
Placement of Shoulder material may commence when the pavement has developed a
compressive strength of 1,800 psi as determined from cylinders made at the time of
placement, cured under comparable conditions, and tested in accordance with AASHTO
T22 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).
5-05.3(17) Opening to Traffic
The pavement may be opened to traffic when the concrete has developed a compressive
strength of 2,500 psi as determined from cylinders, made at the time of placement, cured
under comparable conditions, and tested in accordance with FOP for 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 C1074. 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 2,500 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
2021 Standard Specifications M 41-10 Page 5-85
Cement Concrete Pavement 5-05
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.
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.
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.
Page 5-86 2021 Standard Specifications M 41-10
5-05 Cement Concrete Pavement
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 5-03.3(3)C.
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 shall be determined in accordance with Section 5-05.5(1). The depth
utilized to calculate the volume shall not exceed the Plan depth plus 0.04 feet.
The volume of cement concrete pavement in each thickness lot shall equal the measured
length × width × thickness measurement.
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. Tie bars with drill holes in cement concrete pavement placed under the
Contract will not be measured.
2021 Standard Specifications M 41-10 Page 5-87
Cement Concrete Pavement 5-05
5-05.5 Payment
Payment will be made for each of the following Bid items that are included in the
Proposal:
“Cement Conc. Pavement”, per cubic yard.
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. All costs associated with performing the magnetic
pulse induction thickness testing shall be included in the unit Contract price per
cubic yard for “Cement Conc. Pavement”.
“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. All costs for tie bars with drill holes in cement
concrete pavement placed under the Contract shall be included in the unit Contract
price per cubic yard for “Cement Conc. Pavement”.
“Ride Smoothness Compliance Adjustment”, by calculation.
Smoothness Compliance Adjustments will be based on the requirements in Section
5-05.3(12) and the following calculations:
1. Final MRI acceptance and incentive/disincentive payments for pavement
smoothness will be calculated as the average of the ten 52.8-foot sections in
each 528 feet in accordance with the price adjustment schedule.
a. For sections of a lane that are a minimum of 52.8 feet and less than
528 feet, the price adjustment will be calculated using the average of the
52.8 foot MRI values and the price adjustment prorated for the length of
the section.
b. MRI values per 52.8-feet that were measured prior to corrective work
will be included in the 528 foot price adjustment for sections with
corrective work.
2. In addition to the price adjustment for MRI a smoothness compliance
adjustment will be calculated in the sum of minus $1000.00 for each and
every section of single traffic lane 52.8 feet in length in that does not meet the
10-foot straight edge requirements in Section 5-05.3(12) after corrective Work.
Page 5-88 2021 Standard Specifications M 41-10
5-05 Cement Concrete Pavement
Price Adjustment Schedule
MRI for each
528 ft. section
in. / mi.
Pay Adjustment
Schedule
$ / 0.10 mi.
< 30 2400
30 2400
31 2320
32 2240
33 2160
34 2080
35 2000
36 1920
37 1840
38 1760
39 1680
40 1600
41 1520
42 1440
43 1360
44 1280
45 1200
46 1120
47 1040
48 960
49 880
50 800
51 720
52 640
53 560
54 480
55 400
56 320
57 240
58 160
59 80
60 0
61 0
62 0
63 0
64 0
65 0
66 0
67 0
68 0
69 0
70 0
71 0
72 0
73 0
74 0
75 0
76 -80
77 -160
Price Adjustment Schedule
MRI for each
528 ft. section
in. / mi.
Pay Adjustment
Schedule
$ / 0.10 mi.
78 -240
79 -320
80 -400
81 -480
82 -560
83 -640
84 -720
85 -800
86 -880
87 -960
88 -1040
89 -1120
90 -1200
91 -1280
92 -1360
93 -1440
94 -1520
95 -1600
96 -1680
97 -1760
98 -1840
99 -1920
100 -2000
101 -2080
102 -2160
103 -2240
104 -2320
105 -2400
106 -2480
107 -2560
108 -2640
109 -2720
110 -2800
111 -2880
112 -2960
113 -3040
114 -3120
115 -3200
116 -3280
117 -3360
118 -3440
119 -3520
120 -3600
121 -3680
122 -3760
123 -3840
124 -3920
≥125 -4000
2021 Standard Specifications M 41-10 Page 5-89
Cement Concrete Pavement 5-05
“Cement Concrete Compliance Adjustment”, by calculation.
Payment for “Cement Concrete Compliance Adjustment” will be calculated and
paid as described in Section 5-05.3(4)A and the Pavement Thickness Deficiency as
described in Section 5-05.5(1).
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.
Thickness measurements in each lane shall comply with the following:
Thickness Testing of Cement Concrete Pavement
Thickness Lot Size 15 panels maximum
Thickness test location determined by Engineer will select testing locations in
accordance with WSDOT TM 716 method B.
Sample method AASHTO T 359
Sample preparation performed by Contractor provides, places, and secures disks
in the presence of the Engineer1
Measurement method AASHTO T 359
Thickness measurement performed by Contractor, in the presence of the Engineer2
1Reflectors shall be located at within 0.5 feet of the center of the panel. The Contractor shall
supply a sufficient number of 300 mm-diameter round reflectors meeting the requirements of
AASHTO T 359 to accomplish the required testing.
2The Contractor shall provide all equipment and materials needed to perform the testing.
Thickness measurements shall be rounded to the nearest 0.01 foot.
Each thickness test location where the pavement thickness is deficient by more than
0.04 foot, shall be subject to price reduction or corrective action shall be in accordance
with the following.
Thickness Deficiency Price Reduction or Corrective Action
0.04’ < Thickness Deficiency ≤ 0.06’10% Price Reduction
0.06’ < Thickness deficiency ≤ 0.08’25% Price Reduction
Thickness deficiency > 0.08’Remove and replace the panels or the panels
may be accepted with no payment at the
discretion of the Engineer.
The price reduction shall be computed by multiplying the percent price reduction in the
table above by the unit Contract price by the volume of pavement represented by the
thickness test lot.
Page 5-90 2021 Standard Specifications M 41-10
5-05 Cement Concrete Pavement
Additional cores may be taken by the Contractor to determine the limits of an area that
has a thickness deficiency greater than 0.04 feet. Cores shall be taken at the approximate
center of the panel. Only the panels within the limits of the deficiency area as determined
by the cores will be subject to a price reduction or corrective action. The cores shall be
taken in the presence of the Engineer in accordance with AASHTO T 24 and delivered
to the Engineer for measurement in accordance with AASHTO T 148. All costs for the
additional cores including filling the core holes with patching material meeting the
requirements of Section 9-20 will be the responsibility of the Contractor.
5-05.5(1)A Vacant
5-05.5(1)B Vacant
2021 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, construction equipment
and material storage until the Substructure and the Superstructure, through the bridge
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 vehicle traffic and construction equipment.
The Contractor may only store material on a bridge span under construction that will
become part of that bridge span. The material shall not be stored within the middle third
of the span. At the request of the Engineer, the Contractor shall provide supporting
documentation of all material loads.
Page 6-2 2021 Standard Specifications M 41-10
6-01 General Requirements For Structures
If necessary and safe to do so, and if the Contractor requests it through a Type 2E
Working Drawing, the Engineer may allow traffic, construction equipment and material
loads (in addition to those defined above) on a bridge prior to completion for loads and
reaction locations not identified in the Plans. The written request shall:
1. Describe the extent of the Structure completion at time of the proposed equipment
loading;
2. Describe the loading distribution, magnitude, arrangement, movement, and position
of all traffic, construction equipment, and materials on the bridge, including but not
limited to the following:
a. Locations of all 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 calculations under the design criteria specified in the current AASHTO
LRFD Bridge Design Specifications, including interims, and the current WSDOT Bridge
Design Manual LRFD M 23-50, including at a minimum the following calculations
due to traffic or construction loads:
a. Factored demands and capacities using the Strength I Limit State in the
main load carrying members and bridge deck for all construction loading on
the bridge;
b. Factored demands and capacities at the Strength IV Limit State in the main load
carrying members and bridge deck for all material loads stored on the bridge;
c. Stresses in prestressed concrete members at the Service I, II and III Limit
States as applicable, including the allowable stress limits specified in
Section 6-02.3(25)L3;
d. Construction deflections at the Service I Limit State, where required by the
Engineer.
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.
2021 Standard Specifications M 41-10 Page 6-3
General Requirements For Structures 6-01
6-01.8 Approaches to Movable Spans
No bridge deck 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
All Working Drawings required for bridges and other Structures shall conform to
Section 1-05.3.
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 bridges 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 SAE AMS 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
Page 6-4 2021 Standard Specifications M 41-10
6-01 General Requirements For Structures
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.
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 clean. 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.
6-01.13 Vacant
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 acceptable to the Engineer. This
adhesive, however, shall be compatible with the material specified in Section 9-04.1(2)
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.
2021 Standard Specifications M 41-10 Page 6-5
General Requirements For Structures 6-01
6-01.16 Repair of Defective Work
6-01.16(1) General
When using repair procedures that are described elsewhere in the Contract Documents,
the Working Drawing submittal requirements of this section shall not apply to those
repairs unless noted otherwise.
Repair procedures for defective Work shall be submitted as Type 2 Working Drawings.
Type 2E Working Drawings shall be submitted when required by the Engineer. As an
alternative to submitting Type 2 or 2E Working Drawings, defective Work within the
limits of applicability of a pre-approved repair procedure may be repaired using that
procedure. Repairs using a pre-approved repair procedure shall be submitted as a Type
1 Working Drawing.
Pre-approved repair procedures shall consist of the following:
• The procedures listed in Section 6-01.16(2)
• For precast concrete, repair procedures in the annual plant approval process
documents that have been approved for use by the Contracting Agency.
All Working Drawings for repair procedures shall include:
• A description of the defective Work including location, extent and pictures
• Materials to be used in the repair. Repairs using manufactured products shall
include written manufacturer recommendations for intended uses of the product,
surface preparation, mixing, aggregate extension (if applicable), ambient and surface
temperature limits, placement methods, finishing and curing.
• Construction procedures
• Plan details of the area to be repaired
• Calculations for Type 2E Working Drawings
Material manufacturer’s instructions and recommendations shall supersede any
conflicting requirements in pre-approved repair procedures.
The Engineer shall be notified prior to performing any repair procedure and shall be given
an opportunity to inspect the repair work being performed.
Page 6-6 2021 Standard Specifications M 41-10
6-01 General Requirements For Structures
6-01.16(2) Pre-Approved Repair Procedures
6-01.16(2)A Concrete Spalls and Poor Consolidation (Rock Pockets,
Honeycombs, Voids, Etc.)
This repair shall be limited to the following areas:
• Areas that are not on top Roadway surfaces (with or without an overlay) including
but not limited to concrete bridge decks, bridge approach slabs or cement
concrete pavement
• Areas that are not underwater
• Areas that are not on precast barrier, except for the bottom 4 inches (but not to
exceed 1 inch above blockouts)
• Areas that do not affect structural adequacy as determined by the Engineer.
The repair procedure is as follows:
1. Remove all loose and unsound concrete. Impact breakers shall not exceed 15 pounds
in weight when removing concrete adjacent to reinforcement or other embedments
and shall not exceed 30 pounds in weight otherwise. Operate impact breakers at
angles less than 45 degrees as measured from the surface of the concrete to the tool
and moving away from the edge of the defective Work. Concrete shall be completely
removed from exposed surfaces of existing steel reinforcing bars. If half or more of
the circumference of any steel reinforcing bar is exposed, if the reinforcing bar is
loose or if the bond to existing concrete is poor then concrete shall be removed at
least ¾ inch behind the reinforcing bar. Do not damage any existing reinforcement.
Stop work and allow the Engineer to inspect the repair area after removing all
loose and unsound concrete. Submit a modified repair procedure when required by
the Engineer.
2. Square the edges of the repair area by cutting an edge perpendicular to the
concrete surface around the repair area. The geometry of the repair perimeter
shall minimize the edge length and shall be rectangular with perpendicular
edges, avoiding reentrant corners. The depth of the cut shall be a minimum of
¾ inch, but shall be reduced if necessary to avoid damaging any reinforcement.
For repairs on vertical surfaces, the top edge shall slope up toward the front at a
1-vertical-to-3-horizontal slope.
3. Remove concrete within the repair area to a depth at least matching the cut depth
at the edges. Large variations in the depth of removal within short distances
shall be avoided. Roughen the concrete surface. The concrete surface should be
roughened to at least Concrete Surface Profile (CSP) 5 in accordance with ICRI
Guideline No. 310.2R, unless a different CSP is recommended by the patching
material manufacturer.
2021 Standard Specifications M 41-10 Page 6-7
General Requirements For Structures 6-01
4. Inspect the concrete repair surface for delaminations, debonding, microcracking and
voids using hammer tapping or a chain drag. Remove any additional loose or unsound
concrete in accordance with steps 1 through 3.
5. Select a patching material in accordance with Section 9-20.2 that is appropriate for
the repair location and thickness. The concrete patching material shall be pumpable
or self-consolidating as required for the type of placement that suits the repair. The
patching material shall have a minimum compressive strength at least equal to the
specified compressive strength of the concrete.
6. Prepare the concrete surface and reinforcing steel in accordance with the patching
material manufacturer’s recommendations. At a minimum, clean the concrete
surfaces (including perimeter edges) and reinforcing steel using oil-free abrasive
blasting or high-pressure (minimum 5,000 psi) water blasting. All dirt, dust, loose
particles, rust, laitance, oil, film, microcracked/bruised concrete or foreign material
of any sort shall be removed. Damage to the epoxy coating on steel reinforcing bars
shall be repaired in accordance with Section 6-02.3(24)H.
7. Construct forms if necessary, such as for patching vertical or overhead surfaces or
where patching extends to the edge or corner of a placement.
8. When recommended by the patching material manufacturer, saturate the concrete
in the repair area and remove any free water at the concrete surface to obtain
a saturated surface dry (SSD) substrate. When recommended by the patching
material manufacturer, apply a primer, scrub coat or bonding agent to the existing
surfaces. Epoxy bonding agents, if used, shall be Type II or Type V in accordance with
Section 9-26.1.
9. Place and consolidate the patching material in accordance with the manufacturer’s
recommendations. Work the material firmly into all surfaces of the repair area with
sufficient pressure to achieve proper bond to the concrete.
10. The patching material shall be textured, cured and finished in accordance with the
patching material manufacturer’s recommendations and/or the requirements for the
repaired component. Protect the newly placed patch from vibration in accordance
with Section 6-02.3(6)D.
11. When the completed repair does not match the existing concrete color and will be
visible to the public, a sand and cement mixture that is color matched to the existing
concrete shall be rubbed, brushed, or applied to the surface of the patching material
and the concrete.
Page 6-8 2021 Standard Specifications M 41-10
6-02 Concrete Structures
6-02 Concrete Structures
6-02.1 Description
This Work consists of the construction of all Structures (and their parts) made of portland
cement or blended hydraulic 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:
Cement 9-01
Aggregates for Concrete 9-03.1
Gravel Backfill 9-03.12
Joint and Crack Sealing Materials 9-04
Strip Seal Expansion Joint Components 9-06.19(1)
Modular Expansion Joint Components 9-06.19(2)
Reinforcing Steel 9-07
Epoxy-Coated Reinforcing Steel 9-07
Pigmented Sealer Materials 9-08.3(1)
Exposed Aggregate Concrete Coatings and Sealers 9-08.3(2)
Permeon Treatment 9-08.3(3)
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
Fabricated Bridge Bearing Assemblies 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 class includes the specified minimum compressive strength in psi at 28 days
(numerical class) and may include a letter suffix to denote structural concrete for a
specific use. Letter suffixes include A for bridge approach slabs, D for bridge decks, P
for piling and shafts, and W for underwater. The numerical class without a letter suffix
denotes structural concrete for general purposes.
2021 Standard Specifications M 41-10 Page 6-9
Concrete Structures 6-02
Concrete of a numerical class greater than 4000 shall conform to the requirements
specified for either Class 4000 (if general-purpose) or for the appropriate Class 4000 with
a letter suffix, as follows:
1. Mix design and proportioning specified in Sections 6-02.3(2), 6-02.3(2)A and
6-02.3(2)A1.
2. Consistency requirements specified in Section 6-02.3(4)C.
3. Temperature and time for placement requirements specified in Section 6-02.3(4)D.
4. Curing requirements specified in Section 6-02.3(11).
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 T260:
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 or
blended hydraulic cement in all concrete as defined in Section 9-01.2(1).
The use of fly ash is required for Class 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.
Page 6-10 2021 Standard Specifications M 41-10
6-02 Concrete Structures
Cementitious Requirement for Concrete
Class of
Concrete
Minimum
Cementitious
Content
(Pounds)
Minimum percent
Replacement of
Fly Ash or Ground
Granulated Blast
Furnace Slag for
Portland Cement
Maximum percent
Replacement of Fly
Ash for Portland
Cement
Maximum percent
Replacement of
Ground Granulated
Blast Furnace Slag
for Portland Cement
4000 564 *35 50
4000A 564 *25 30
4000P 600 15 35 50
4000W 564 *35 50
3000 564 *35 50
Commercial
Concrete
**564 *35 50
Pumpable
Lean Concrete
********
Lean Concrete ****145 *35 50
*No minimum specified.
**For Commercial Concrete, the minimum cementitious content is only required for sidewalks, curbs, and
gutters.
***No maximum specified.
****Maximum of 200 pounds
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 for concrete class 4000A, and 50 percent by weight of the total
cementitious material for all other classes of concrete.
The water/cement ratio shall be calculated on the total weight of cementitious material.
Cementitious materials are those listed in Section 5-05.2. With the Engineer’s written
concurrence, microsilica fume may be used in all classifications of Class 4000, Class
3000, and commercial concrete and is limited to a maximum of 10 percent of the
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(1)B 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 lean concrete, commercial concrete
and concrete class EA. No concrete shall be placed until the Engineer has reviewed
the mix design. The required average 28-day compressive strength shall be selected
in accordance with ACI 301, Chapter 4, Section 4.2.3.3. ACI 211.1 shall be used to
determine proportions. All proposed concrete mixes except Class 4000D shall meet the
requirements in Cementitious Requirement for Concrete in Section 6-02.3(2).
2021 Standard Specifications M 41-10 Page 6-11
Concrete Structures 6-02
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. The mix design submittal shall also include test results no older than one year
showing that the Aggregates do not contain Deleterious Substances in accordance with
Section 9-03. 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.
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
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.
A retarding admixture is required in concrete Class 4000P.
Air content for concrete Class 4000D shall conform to Section 6-02.3(2)A1. For all other
concrete, 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 unless noted otherwise.
6-02.3(2)A1 Contractor Mix Design for Concrete Class 4000D
All Class 4000D concrete shall conform to the following requirements:
1. Aggregate shall use combined gradation in accordance with Section 9-03.1(5) with a
nominal maximum aggregate size of 1½ inches.
2. Permeability shall be less than 2,000 coulombs at 56 days in accordance with
AASHTO T277.
3. Freeze-thaw durability shall be provided by one of the following methods:
a. The concrete shall maintain an air content between 4.5 and 7.5 percent.
b. The concrete shall maintain a minimum air content that achieves a durability
factor of 90 percent, minimum, after 300 cycles in accordance with AASHTO
T 161, Procedure A. This air content shall not be less than 3.0 percent.
Test samples shall be obtained from concrete batches of a minimum of
3.0 cubic yards.
4. Shrinkage at 28 days shall be less than 0.032 percent in accordance with AASHTO
T 160.
5. Density shall be measured in accordance with ASTM C138.
Page 6-12 2021 Standard Specifications M 41-10
6-02 Concrete Structures
The Contractor shall submit the mix design in accordance with Section 6-02.3(2)A. The
submittal shall include test reports for all tests listed above that follow the reporting
requirements of the AASHTO/ASTM procedures. Mix designs using shrinkage reducing
admixture shall state the specific quantity required. Samples for testing may be obtained
from either laboratory or concrete plant batches. If concrete plant batches are used, the
minimum batch size shall be 3.0 cubic yards. Testing samples of mixes using shrinkage
reducing admixture shall use the admixture amount specified in the mix design submittal.
The Contractor shall submit the mix design to the Engineer at least 30 calendar days prior
to the placement of concrete in the bridge deck.
6-02.3(2)A2 Contractor Mix Design for Self-Consolidating Concrete
Self-consolidating concrete (SCC) is concrete that is able to flow under its own weight
and completely fill the formwork without the need for vibration while maintaining
homogeneity, even in the presence of dense reinforcement. SCC shall be capable of being
pumped, and of flowing through the steel reinforcing bar cage without segregation or
buildup of differential head inside or outside of the steel reinforcing bar cage.
Type III cement may be used in SCC.
SCC may be used for the following concrete Structure elements:
1. All cast-in-place concrete elements except bridge decks, bridge approach slabs, and
any cast-in-place concrete element excluded by the Special Provisions.
2. Prestressed concrete girders in accordance with Sections 6-02.3(25).
3. The following precast concrete elements:
a. Precast roof, wall, and floor panels and retaining wall panels in accordance with
Section 6-02.3(9).
b. Precast reinforced concrete three-sided structures, box culverts and split box
culverts in accordance with Section 6-20.
c. Precast concrete barrier in accordance with Section 6-10.3(1).
d. Precast concrete wall stem panels in accordance with Section 6-11.3(3).
e. Precast concrete noise wall panels in accordance with Section 6-12.3(6).
f. Structural earth wall precast facing panels in accordance with Section 6-13.3(4).
g. Precast drainage structure elements in accordance with Section 9-05.50.
h. Precast junction boxes, cable vaults, and pull boxes in accordance with
Section 9-29.2.
2021 Standard Specifications M 41-10 Page 6-13
Concrete Structures 6-02
The mix design submittal shall include items specified in Section 6-02.3(2)A and results
of the following tests conducted on concrete that has slump flow within the slump flow
range defined below:
1. Slump Flow.
a. The mix design shall specify the target slump flow in inches, in accordance with
WSDOT FOP for ASTM C1611. The slump flow range is defined as the target
slump flow plus or minus 2-inches.
b. The visual stability index (VSI) shall be less than or equal to 1, in accordance
with ASTM C1611, Appendix X1, using Filling Procedure B.
c. The T50 flow rate results shall be less than 6-seconds in accordance with ASTM
C1611, Appendix X1, using Filling Procedure B.
2. Column Segregation.
a. The maximum static segregation shall be 10-percent in accordance with ASTM
C1610.
b. The Maximum Hardened Visual Stability Index (HVSI) shall be 1 in accordance
with AASHTO PP 58.
3. J ring test results for passing ability shall be less than or equal to 1.5-inches in
accordance with the WSDOT FOP for ASTM C1621.
4. Rapid assessment of static segregation resistance of self-consolidating concrete
using penetration test in accordance with ASTM C1712 shall be less than or equal to
15 mm.
5. Air content shall be tested in accordance with WSDOT Test Method T 818, and shall
conform to Section 6-02.3(2)A.
6. Concrete unit weight results in pounds per cubic foot shall be recorded in
accordance with AASHTO T 121, except that the concrete shall not be consolidated
in the test mold.
7. The temperature of all concrete laboratory test samples shall be tested in accordance
with AASHTO T 309 and shall conform to the placement limits specified in
Section 6-02.3(4)D.
In lieu of a Contractor-Provided mix design for SCC for precast concrete barrier,
precast drainage structures, and precast junction boxes, cable vaults, and pull boxes,
a representative full-size example Structure element shall be cast for inspection by
the Contracting Agency. The Contractor shall have the structure sawn in half for
examination by the Contracting Agency to determine that segregation has not occurred.
The Contracting Agency’s acceptance of the sawn structure will constitute acceptance
of the manufacturing facility’s use of SCC, and a concrete mix design submittal will not
be required. Precast units cast at a manufacturing facility shall provide this sample as a
component of the precast fabricating facility’s annual plant approval process. Precast
units cast on site shall provide this sample prior to casting any additional units.
Page 6-14 2021 Standard Specifications M 41-10
6-02 Concrete Structures
6-02.3(2)B Commercial Concrete
Commercial concrete shall have a minimum compressive strength at 28 days of 3,000 psi
in accordance with 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 in
accordance with FOP for AASHTO T 152. Commercial concrete does not require 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, Type PPB, PS, I, FB and
RM signal standards, pedestals, cabinet bases, guardrail anchors, fence post footings,
sidewalks, concrete curbs, curbs and gutters, and gutters, the Contractor may use
commercial concrete. If commercial concrete is used for sidewalks, concrete curbs, curbs
and gutters, 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.
6-02.3(2)C Concrete Class EA
Concrete for members and surfaces specified to receive an exposed aggregate finish shall
be Class EA. Concrete Class EA shall conform to the following requirements:
28 day compressive strength 3,600 psi (minimum)
Cement 610 pounds per cubic yard
Fine Aggregate Class 1 880 pounds per cubic yard
Coarse Aggregate Grading No. 67 2,160 pounds per cubic yard
Water (maximum)270 pounds per cubic yard
Water/Cement Ratio (maximum)0.44
A Type A water reducing admixture conforming to Section 9-23.6 shall be used in
accordance with Section 6-02.3(3). Air content shall conform to Section 6-02.3(2)A.
Mixing water shall be the minimum required for satisfactory placement and shall not
exceed the specified amount.
Aggregate weights are based on a specific gravity of 2.67. Adjustments in the mix design
will be made by the Engineer as necessary to correct for actual bulk specific gravity of
the aggregates, moisture content of the aggregates, and to ensure proper consistency,
workability, and correct cement content per cubic yard of concrete.
6-02.3(2)D Lean Concrete
Lean concrete shall meet the cementitious requirements of Section 6-02.3(2) and have a
maximum water/cement ratio of 2.
2021 Standard Specifications M 41-10 Page 6-15
Concrete Structures 6-02
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 accepted 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 as a Type 2 Working Drawing. Admixtures shall not be
added to the concrete with the modified procedures until the Engineer has concurred
in writing.
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 affect the air void system of the hardened concrete. Test
results complying with ASTM C457 shall be provided as the evidence to satisfy this
requirement. Admixture combinations which have been previously tested and which are in
compliance with ASTM C457 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.
Accelerating admixtures conforming to Sections 9-23.6(4) or 9-23.6(6) and used in
accordance with the manufacturer’s recommendations may be used in cast-in-place
concrete, except as required here. Accelerating admixtures shall not be used in bridge
decks, all concrete superstructures, crossbeams, columns, mass concrete, or new bridge
approach slabs and expansion joints that are not part of a repair. Concrete placements
with the least dimension greater than 6 feet shall be considered mass concrete. Concrete
placement with the least dimension greater than 3 feet, but less than or equal than 6 feet,
shall require the approval of the Engineer for the use of accelerating admixtures. Shafts
shall not be considered mass concrete. Chloride based accelerating admixtures 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 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 requires a 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 valid for a 2-year period from the date of
certificate. The following documentation shall be submitted to the Engineer; 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,
Page 6-16 2021 Standard Specifications M 41-10
6-02 Concrete Structures
admixture dispensing certification, and volumetric water batching devices (including water
meters) verification.
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 M157 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
2021 Standard Specifications M 41-10 Page 6-17
Concrete Structures 6-02
¾ points as the batch is discharged. The maximum allowable slump difference shall be
as follows:
If the average of the two slump tests is < 4 inches, the difference shall be < 1 inch
or if the average of the two 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 receiving the concurrence of 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.
Page 6-18 2021 Standard Specifications M 41-10
6-02 Concrete Structures
6-02.3(4)C Consistency
The maximum slump for concrete shall be:
1. 3½ inches for vibrated concrete placed in all bridge decks, bridge approach slabs, and
flat slab bridge Superstructures.
2. 4½ 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
Section 9-23.6.
5. 5½ 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.
For self-consolidating concrete (SCC), the slump requirements specified above do not
apply, and are instead replaced by the target slump flow and slump flow range specified
as part of the SCC mix design.
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,
except that Class 4000D concrete temperatures shall remain between 55°F and 75°F
during placement. The upper limit for placement for Class 4000D concrete may be
increased to a maximum of 80°F if allowed by the Engineer. Precast concrete that is
heat cured in accordance with 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 concurrence 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 2 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 concurrence of the Engineer.
2021 Standard Specifications M 41-10 Page 6-19
Concrete Structures 6-02
6-02.3(5) Acceptance of Concrete
6-02.3(5)A General
Concrete for the following applications will be accepted based on a Certificate of
Compliance to be provided by the supplier as described in Section 6-02.3(5)B:
1. Lean concrete.
2. Commercial concrete.
3. Class 4000P concrete for Roadside Steel Sign Support Foundations.
4. Class 4000P concrete for Type II, III, and CCTV Signal Standard Foundations that are
12’-0” or less in depth.
5. Class 4000P concrete for Type IV and V Strain Pole Foundations that are 12’-0” or
less in depth.
6. Class 4000P concrete for Steel Light Standard Foundations Types A & B.
Concrete Class EA will be accepted based on conformance to the requirements specified
in Section 6-02.3(2)C for proportioning, temperature, and 28 day compressive strength.
Slip-form barrier concrete will be accepted based on conformance to the requirements
for temperature, air content and compressive strength at 28 days for sublots as tested
and determined by the Contracting Agency. 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 two preceding individual strength
tests meets or exceeds specified strength (for the same class and exact mix I.D. of
concrete on the same Contract).
Page 6-20 2021 Standard Specifications M 41-10
6-02 Concrete Structures
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 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 in accordance with AASHTO T 22 has
an equipment calibration/certification system, and a technician training and
evaluation process in accordance with 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 one standard
deviation of the Contracting Agency’s average test 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 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.
2021 Standard Specifications M 41-10 Page 6-21
Concrete Structures 6-02
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 Class
Accepted 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.
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.
Page 6-22 2021 Standard Specifications M 41-10
6-02 Concrete Structures
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 Batch Volumes more than 4 cubic yards
Cement +5%-1%Cement +5%-1%
Aggregate +10%-2%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. 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 M 46-01. The test methods to be used with this
Specification are:
AASHTO T 22 Compressive Strength of Cylindrical Concrete Specimens
FOP for AASHTO T 23 Making and Curing Concrete Test Specimens in the Field
FOP for AASHTO T 119 Slump of Hydraulic Cement Concrete
FOP for WAQTC TM 2 Sampling Freshly Mixed Concrete
FOP for AASHTO T 152 Air Content of Freshly Mixed Concrete by the Pressure
Method
FOP for AASHTO T 231 Capping Cylindrical Concrete Specimens
FOP for AASHTO T 309 Temperature of Freshly Mixed Portland Cement Concrete
ASTM C1611 Standard Test Method for Slump Flow of Self-Consolidating
Concrete (Inverted Mold Method only)
ASTM C1621 Standard Test Method for Passing Ability of Self-
Consolidating Concrete by J-Ring (Inverted Mold
Method only)
2021 Standard Specifications M 41-10 Page 6-23
Concrete Structures 6-02
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, bridge approach slabs, 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 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 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 perform
acceptance testing on all concrete for temperature and air content, if applicable. Concrete
that is not self-consolidating concrete will be tested for slump. The following additional
acceptance tests will be performed on self-consolidating concrete:
1. Slump flow within the target slump flow range.
2. J ring passing ability less than or equal to 1.5 inches.
3. VSI less than or equal to 1.
Sampling and testing will be performed before concrete placement from the first load.
Concrete shall not be placed until all tests have been completed by the Engineer, and the
results indicate that the concrete is within acceptable limits. If the concrete is not within
acceptable limits, sampling and testing will continue before concrete placement for each
load until one load meets all of the applicable acceptance requirements. After one test
indicates that the concrete is within specified limits, the concrete may be placed and the
sampling and testing frequency may decrease to one for every 100 cubic yards. Sampling
shall be performed in accordance with FOP for WAQTC TM 2 and random samples shall
be selected in accordance with WSDOT T 716. After the first acceptable load of concrete,
Page 6-24 2021 Standard Specifications M 41-10
6-02 Concrete Structures
up to ½ cubic yard may be placed from subsequent loads to be tested prior to testing
for acceptance.
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 load.
Whenever one subsequent test indicates that the concrete is within the specified limits,
the random sampling and testing frequency of one for every 100 cubic yards 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 that after one 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 a sufficient number of cure boxes in
accordance with FOP for AASHTO T 23 for curing concrete cylinders. The cure boxes shall
be readily accessible and no more than 500 feet from the point of acceptance testing,
unless otherwise allowed by the Engineer. The Contractor shall also provide, maintain
and operate all necessary power sources and connections needed to operate the cure
boxes. The cure boxes shall be in-place and functioning at the specified temperature for
curing cylinders prior to concrete placement. Concrete cylinders shall be cured in the cure
boxes in accordance with FOP for AASHTO T 23. The cure boxes shall have working locks
and the Contractor shall provide the Engineer with one key to each of the locks. Once
concrete cylinders are placed in the cure box, the cure box shall not be disturbed until
the cylinders have been removed. The Contractor shall retain the cure box Temperature
Measuring Device log and provide it to the Engineer upon request.
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.
All cure box costs shall be incidental to the associated item of work.
6-02.3(5)I Test Section for Cast-In-Place SCC
Unless otherwise approved by the Engineer, the Contractor shall construct a test section
of the element being constructed of cast-in-place SCC. The Contractor shall confirm,
through the SCC placement operation in the test section, the SCC flows the distance
required, completely filling the forms and encapsulating the reinforcement as required
without leaving voids and pockets and causing segregation of the SCC mix. The test
section forms, reinforcing steel and concrete placing operations shall be identical to those
to be used in the production elements.
For horizontal elements, the test section shall simulate the flow of concrete for the
maximum distance anticipated during production concrete placement. The depth and
width of the test section for horizontal element may be smaller than the actual depth and
2021 Standard Specifications M 41-10 Page 6-25
Concrete Structures 6-02
width of the element to be cast. For vertical elements, the test section shall be a minimum
of 33-percent of the height of the tallest element to be constructed. The Contractor shall
submit Type 2 Working Drawings consisting of formwork and reinforcement details of the
test section and SCC placement procedures.
After removing the forms, the test section will be inspected for signs of honeycombs,
cracks, aggregate segregation, sedimentation, cold joints, and other surface and concrete
placement defects. If such defects are present, the Contractor shall revise the formwork
and SCC placement procedures as necessary to eliminate such defects.
Acceptance of the test section and the SCC mix design is contingent on acceptable visual
inspection, and a minimum of two 4-inch minimum diameter core samples taken from
the placement location and the furthest-most limits of the concrete as identified by the
Engineer. The number of core locations will be specified by the Engineer. The difference
in average unit weight of the locations represented by the core samples shall be less than
5-percent.
The Contractor shall use the same SCC placement procedures confirmed by the Engineer
accepted test section for casting the production members.
6-02.3(5)J SCC in Precast Units
SCC for concrete barrier will be accepted in accordance with temperature, air, and
compressive strength testing listed in Section 6-02.3(9).
SCC for precast junction boxes, cable vaults, and pull boxes will be accepted in accordance
with the temperature and compressive strength testing listed in Section 6-02.3(9).
SCC for precast drainage structure elements will be accepted in accordance with the
requirements of AASHTO M199.
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 = 2(f’c – fc)(UP)(Q)
f’cWhere:
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.
Page 6-26 2021 Standard Specifications M 41-10
6-02 Concrete Structures
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 = 3.56(.85f’c – f cores)(UP)(Q)
f’cWhere:
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.
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 accepted its depth and character;
5. In any form until the Engineer has accepted 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, forms, and contacting concrete surfaces shall be moistened with water
just before the concrete is placed. Any standing water on the foundation, on the concrete
surface, 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 allows
a longer time. The Type 2 Working Drawing submittal shall include justification that the
concrete mix design will remain fluid for interruptions longer than 30 minutes between
placements. Each layer shall be placed and consolidated before the preceding layer takes
2021 Standard Specifications M 41-10 Page 6-27
Concrete Structures 6-02
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 1½ to 2½ 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 accepted) conduit. If the form slopes, the concrete shall be lowered through
accepted conduit to keep it from sliding down one side of the form. No aluminum
conduits or tremies shall be used to pump or place concrete. If aluminum concrete
truck end chutes are used, concrete shall be continuously discharged in a manner that
minimizes contact time between the concrete and the chute.
Before placing bridge deck concrete on steel spans, the Contractor shall release the
falsework under the bridge and let the span swing free on its supports. Concrete in
flat slab bridges shall be placed in one continuous operation for each span or series of
continuous spans.
Concrete for bridge decks 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. Bridge deck 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 concurs.
Between expansion or construction joints, concrete in beams, girders, bridge decks,
piers, columns, walls, and traffic and pedestrian barriers, etc., shall be placed in a
continuous operation.
Page 6-28 2021 Standard Specifications M 41-10
6-02 Concrete Structures
No traffic or pedestrian barrier shall be placed until after the bridge deck is 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 Type 2E
Working Drawings consisting of calculations 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 bridge deck 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 otherwise allowed by the Engineer, 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
6-02.3(6)A1 Hot Weather Protection
The Contractor shall provide concrete within the specified temperature limits. Cooling of
the coarse aggregate piles by sprinkling with water is permitted provided the moisture
content is monitored, the mixing water is adjusted for the free water in the aggregate
and the coarse aggregate is removed from at least 1 foot above the bottom of the pile.
Sprinkling of fine aggregate piles with water is not allowed. Refrigerating mixing water, or
replacing all or part of the mixing water with crushed ice is permitted, provided the ice is
completely melted by placing time.
If air temperature exceeds 90°F, the Contractor shall use water spray or other accepted
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 concrete.
6-02.3(6)A2 Cold Weather Protection
Concrete shall be maintained at or above a temperature of 40°F during the first seven
days of the Cold Weather Protection Period and at or above a temperature of 35°F
during the remainder of the Cold Weather Protection Period. Cold weather protection
requirements do not apply to concrete in shafts and piles placed below the ground line.
2021 Standard Specifications M 41-10 Page 6-29
Concrete Structures 6-02
Prior to placing concrete in cold weather, the Contractor shall submit a Type 2 Working
Drawing with a written procedure for cold weather concreting. The procedure shall
detail how the Contractor will adequately cure the concrete and prevent the concrete
temperature from falling below the minimum temperature. 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 accepted by
the Engineer.
Prior to concrete placement, the Contractor shall review the 7-day temperature
predictions for the job site from the Western Region Headquarters of the National
Weather Service (www.wrh.noaa.gov). When temperatures below 35°F are predicted, the
Contractor shall:
1. Install temperature sensors in each concrete placement. One sensor shall be installed
for every 100 cubic yards of concrete placed. Sensors shall be installed at locations
directed by the Engineer, and shall be placed 1.5 inches from the face of concrete.
2. Immediately after concrete placement, temperature sensors shall be installed on the
concrete surface at locations directed by the Engineer. One sensor shall be installed
for every 100 cubic yards of concrete placed.
Temperatures shall be measured and recorded a minimum of every hour for the duration
of the Cold Weather Protection Period. Temperature data shall be submitted to the
Engineer as a Type 1 Working Drawing within three days following the end of the Cold
Weather Protection Period.
For each day that the concrete temperature falls below 40°F during the first seven
days of the Cold Weather Protection Period, no curing time is awarded for that day and
the Cold Weather Protection Period is extended for one additional day. If the concrete
temperature falls below 35°F during the Cold Weather Protection Period, the concrete
may be rejected by the Engineer.
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.
Page 6-30 2021 Standard Specifications M 41-10
6-02 Concrete Structures
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 one 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 2,000 psi minimum compressive strength
for structural concrete and lower-strength classes of concrete.
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.
2021 Standard Specifications M 41-10 Page 6-31
Concrete Structures 6-02
6-02.3(6)D1 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 Distance1
Equipment Class L2 Equipment Class H3
< 1,000 psi 75 feet 125 feet
1,000 to < 1,400 psi 30 feet 50 feet
1,400 to 2,000 psi 15 feet 25 feet
1The 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)
2Equipment 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.
3Equipment 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.
6-02.3(6)D2 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 PPVs:
Minimum Compressive
Strength, f’c Maximum PPV
< 1,000 psi 0.10 in/sec
1,000 to < 1,400 psi 1.0 in/sec
1,400 to 2,000 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.
Page 6-32 2021 Standard Specifications M 41-10
6-02 Concrete Structures
6-02.3(7) Tolerances
Unless noted otherwise, concrete construction tolerances shall be in accordance with this
section. Tolerances in this section do not apply to cement concrete pavement.
Horizontal deviation of roadway crown points, cross-slope break points, and curb, barrier
or railing edges from alignment or work line: ±1.0 inch
Deviation from plane: ±0.5 inch in 10 feet
Deviation from plane for roadway surfaces: ±0.25 inch in 10 feet
Deviation from plumb or specified batter: ±0.5 inch in 10 feet, but not to exceed a total of
±1.5 inches
Vertical deviation from profile grade for roadway surfaces: ±1 inch
Vertical deviation of top surfaces (except roadway surfaces): ±0.75 inch
Thickness of bridge decks and other structural slabs not at grade: ±0.25 inch
Length, width and thickness of elements such as columns, beams, crossbeams,
diaphragms, corbels, piers, abutments and walls, including dimensions to construction
joints in initial placements: +0.5 inch, -0.25 inch
Length, width and thickness of spread footing foundations: +2 inches, -0.5 inch
Horizontal location of the as-placed edge of spread footing foundations: The greater
of ±2% of the horizontal dimension of the foundation perpendicular to the edge and
±0.5 inch. However, the tolerance shall not exceed ±2 inches.
Location of opening, insert or embedded item at concrete surface: ±0.5 inch
Cross-sectional dimensions of opening: ±0.5 inch
Bridge deck, bridge approach slab, and bridge traffic barrier expansion joint gaps with a
specified temperature range, measured at a stable temperature: ±0.25 inch
Horizontal deviation of centerline of bearing pad, oak block or other bearing assembly:
±0.125 inch
Horizontal deviation of centerline of supported element from centerline of bearing pad,
oak block or other bearing assembly ±0.25 inch
Vertical deviation of top of bearing pad, oak block or other bearing assembly: ±0.125 inch
2021 Standard Specifications M 41-10 Page 6-33
Concrete Structures 6-02
6-02.3(8) 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 shall:
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 acceptance 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;
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.
Vibration of SCC shall only be used as described below or as approved by the Engineer:
1. To prevent the formation of a cold joint in between placement of successive batches
of SCC.
2. Near the end of an SCC placement to aid in leveling the SCC in the forms.
When vibration of SCC is allowed, the magnitude and duration of the applied vibration
shall be kept as minimal as possible.
Page 6-34 2021 Standard Specifications M 41-10
6-02 Concrete Structures
6-02.3(9) Precast Concrete Units
Precast concrete units may be cast at a manufacturing facility or cast on-site within the
project limits unless otherwise stated in these Specifications. Pretensioned prestressed
precast concrete units are prohibited from being cast on-site.
The manufacturing facility 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 in accordance with WSDOT Materials Manual
M 46-01 Standard Practice QC 7. Products that require annual plant approval include
noise barrier panels, wall panels, floor and roof panels, marine pier deck panels, retaining
walls, pier caps, and bridge deck panels. Precast concrete panels that are prestressed shall
meet all the requirements of Section 6-02.3(25).
Precast units that are cast within the project limits shall be considered cast on-site and
are exempt from the fabrication plant approval requirement for precast products. Cast
on-site units shall meet all the same quality control standards as a manufacturing facility,
and all the requirements in these Specifications. Additionally, the Contractor shall submit
a Type 2E Working Drawing consisting of an On-site Pre-casting and Quality Control Plan
for review prior to beginning any on-site precast work. This may be a Type 2 Working
Drawing if item 6 does not apply. The On-site Pre-casting and Quality Control Plan shall
include at a minimum the following items:
1. List of unit(s) to be cast on-site
2. Name of designated Quality Control Supervisor for all on-site casting operations
3. Location for on-site casting, curing, and storage
4. On-site casting quality control plan and procedures
5. Concrete mix design
6. Calculation of required compressive strength if unit is to be removed from the form
prior to the concrete strength reaching 70% of the specified design strength, as
specified in Section 6-02.3(9)B.
The Contractor shall be responsible for quality control inspection on all precast concrete
units. 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 non-specification Work
or unacceptable quality control practices, the Inspector will advise the plant manager
if cast at a manufacturing facility or the Contactor’s Quality Control Supervisor if cast
on-site. If the corrective action is not acceptable to the Engineer, the units will be subject
to rejection.
2021 Standard Specifications M 41-10 Page 6-35
Concrete Structures 6-02
Type III portland cement or blended hydraulic cement is permitted to be used in precast
concrete units.
Self-consolidating concrete (SCC) may be used in accordance with Section 6-02.3(2)A.
Acceptance testing shall be performed by the Contractor and test results shall be
submitted to the Engineer when cast at a manufacturing facility. When cast on site,
acceptance testing shall be performed by WSDOT. Concrete shall conform to the
requirements specified in Section 6-02.3(2)A and Section 6-02.3(5), unless otherwise
noted. The test methods described in Section 6-02.3(5)D shall be followed, unless
otherwise noted. Compressive strength testing shall be performed a minimum of once per
day and once for every 20 cubic yards of concrete that is placed.
6-02.3(9)A Shop Drawings
Before casting the structural elements, the Contractor shall submit Type 2 Working
Drawings of the precast unit shop drawings.
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 and accepted On-site
Pre-casting Quality Control Plan, if applicable, unless the Engineer concurs with equally
effective variations.
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).
3. Reinforcing, joint, and connection details.
4. Location and type of lifting, bracing, and erection inserts including manufacturer’s
recommended safe working capacity.
5. Material specifications
6. Locations and details of hardware attached to the Structure.
7. Relationship to adjacent material.
Deviations from the approved shop drawings shall only be permitted after submitting a
Type 2 Working Drawing that describes the proposed changes.
Before completion of the Contract, the Contractor shall provide the Engineer with
reproducible originals of the shop drawings (which include any processed changes). These
shall be clear and in a format that conforms with Section 6-01.9.
Page 6-36 2021 Standard Specifications M 41-10
6-02 Concrete Structures
6-02.3(9)B Casting
Before casting precast concrete units, the Contractor and Fabrication Inspector or
Engineer shall have possession of a processed set of shop drawings.
Concrete shall meet the requirements of Section 6-02.3(25)C for annual preapproval of
the concrete mix design and slump. Concrete for cast on-site units shall be in accordance
with the accepted On-site Pre-casting and Quality Control Plan. 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 less than
70 percent may be used for specific precast units if:
1. the fabricator requests and receives acceptance as part of the WSDOT plant
certification process, or
2. the compressive strength is specified in the accepted On-site Pre-casting and Quality
Control Plan, for cast on-site units. The compressive strength shall be calculated in
accordance with the PCI Design Handbook and shall include the effects of stripping
rigging configuration, stripping method, form suction and impact factors, and the
recommended safety factor for the modulus of rupture.
Forms may be steel or plywood faced, providing they impart the required finish to the
concrete.
6-02.3(9)C Curing
Concrete in the precast units shall be cured by either moist or accelerated curing
methods. The curing methods to be used by a manufacturing facility shall be preapproved
in the WSDOT plant certification process. The methods to be used when cast on-site shall
be as accepted in the On-site Pre-casting and Quality Control Plan.
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 70% of the specified
design strength. 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 placing 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.
2021 Standard Specifications M 41-10 Page 6-37
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(9)D 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 T 22 and AASHTO
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 two or more units are cast in a continuous line and in a continuous operation, 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- by 8-inch or 6- 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, unless otherwise specified
in the Contract, in accordance with FOP for AASHTO T 23 after the unit concrete has
obtained the required release strength. If, however, the Contractor intends to ship or
transport the unit, when cast on-site, 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 non-insulated,
moisture-proof envelope.
To measure concrete strength in the precast unit, the Contractor shall randomly select
two 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
two cylinders do not pass the test, two other cylinders shall be selected and tested.
Page 6-38 2021 Standard Specifications M 41-10
6-02 Concrete Structures
6-02.3(9)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(9)F Tolerances
The precast units shall be fabricated as shown in the Plans, and shall meet the
dimensional tolerances listed in the latest edition of PCI-MNL-116, unless otherwise
required by the Specifications, Plans or Special Provisions.
6-02.3(9)G Handling and Storage
The Contractor shall lift all units only by adequate devices at locations designated on the
shop drawings.
The precast units shall not be stored or handled in a manner such that the stresses
imposed on the structure, as presented in the On-site Pre-casting and Quality
management Plan, are exceeded or cause damage to the structure including cracking and
spalling. The Contactor shall submit lifting calculations as a supplement to the On-Site
Pre-Casting Quality Control Plan at the request of the Engineer.
Precast units shall be stored off the ground on foundations suitable to prevent differential
settlement or twisting of the unit. Stacked units shall be separated and supported by
dunnage of uniform thickness capable of supporting the unit. 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 submitted as a Type 2E Working Drawing containing engineering
analysis and accepted by the Engineer.
Precast units with hairline cracks visibly apparent, radiating from the lifting loops or
support locations extending more than three inches along the structure, or with hairline
cracks in other locations, will be subject to evaluation by the Engineer for possible
rejection. Precast units whose lifting loops pull out will be subject to evaluation by the
Engineer for possible rejection.
6-02.3(9)H Shipping
Precast units shall not be shipped or transported if cast on-site until the concrete has
reached the specified design strength, and the Engineer has reviewed the fabrication
documentation for Contract compliance. Units cast at a manufacturing facility shall be
stamped “Approved for Shipment”. Units cast on site shall not be transported to their
permanent location until approved by the Engineer. 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.
2021 Standard Specifications M 41-10 Page 6-39
Concrete Structures 6-02
6-02.3(9)I Erection
Precast units shall not be erected until the concrete has reached the specified design
strength, and the Engineer has reviewed the fabrication documentation for Contract
compliance. When the precast units arrive on the project from the manufacturing facility,
the Engineer will confirm that they are stamped “Approved for Shipment”. The Engineer
will evaluate the present units for damage before accepting them. Units cast on-site shall
be inspected and approved by the Engineer prior to erection.
The Contractor shall lift all precast units by suitable devices at locations designated on
the shop drawings. Temporary shoring or bracing shall be provided, if necessary. Precast
units shall be properly aligned and leveled as required by the Plans. Variations between
adjacent elements shall be leveled out by a method accepted by the Engineer.
6-02.3(10) Bridge Decks and Bridge Approach Slabs
6-02.3(10)A Pre-Deck Pour Meeting
A pre-deck pour meeting shall be held 5 to 10 working days before placing deck concrete
to discuss construction procedures, personnel, equipment to be used, concrete sampling
and testing and deck finishing and curing operations. Those attending shall include, at a
minimum, the superintendent, foremen in charge of placing and finishing concrete, and
representatives from the concrete supplier and the concrete pump truck supplier.
If the project includes more than one bridge deck, and if the Contractor’s key personnel
change between concreting operations, or at request of the Engineer, additional
conferences shall be held before each deck placement.
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
concurs 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.
Page 6-40 2021 Standard Specifications M 41-10
6-02 Concrete Structures
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 augers
and a rotating cylindrical single or double drum screed. The finishing machine shall have
the necessary adjustments to produce the required cross section, line, and grade. The
finishing machine shall be capable of raising the screeds, augers, and any other parts
of the finishing mechanical operation to clear the screeded surface, and returning to
the specified grade under positive control. Unless otherwise allowed by the Engineer, a
finishing machine manufacturer technical representative shall be on site to assist the first
use of the machine on the Contract.
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, or modified conventional machines as described above, the Contractor may
submit a Type 2 Working Drawing proposing 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.
On bridge decks, the Contractor may use hand-operated strike-boards only when the
Engineer concurs 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 concurrence before
use. All finishing requirements in these Specifications apply to hand-operated finishing
equipment.
6-02.3(10)D Concrete Placement, Finishing, and Texturing
6-02.3(10)D1 Test Slab Using Bridge Deck Concrete
After the Contractor receives the Engineer’s acceptance of the Class 4000D concrete
mix design, and a minimum of seven calendar days prior to the first placement of bridge
deck concrete, the Contractor shall construct a test slab using concrete of the accepted
mix design.
The test slab may be constructed on grade, shall have a minimum thickness of 8-inches,
shall have minimum plan dimensions of 10-feet along all four edges, and shall be square
or rectangular.
During construction of the test slab, the Contractor shall demonstrate concrete sampling
and testing, use of the concrete temperature monitoring system, the concrete fogging
system, concrete placement system, and the concrete finishing operation. The Contractor
shall conduct the demonstration using the same type of equipment to be used for the
production bridge decks, except that the Contractor may elect to finish the test slab with
a hand-operated strike-board.
After the construction of the test slab and the demonstration of bridge deck construction
operations is complete, the Contractor shall remove and dispose of the test slab in
accordance with Sections 2-02.3 and 2-03.3(7)C.
2021 Standard Specifications M 41-10 Page 6-41
Concrete Structures 6-02
6-02.3(10)D2 Preparation for Concrete Placement
Before placing bridge approach slab concrete, the subgrade shall be constructed in
accordance with Sections 2-06 and 5-05.3(6).
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 accepts 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.
6-02.3(10)D3 Concrete Placement
The placement operation shall cover the full width of the bridge deck 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
bridge deck placement sections 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). 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;
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. Maintain a slight excess of concrete in front of the screed across the entire width
of the placement operation. The Contractor shall coordinate the rate of placement
such that the concrete is placed, consolidated, and struck off within 30 minutes from
the time of placement, unless otherwise accepted by the Engineer at the pre-deck
pour meeting;
7. Operate the finishing machine to create a surface that is true and ready for final
finish without overfinishing or bringing excessive amounts of mortar to the surface;
and
8. Leave a thin, even film of mortar on the concrete surface after the last pass of the
finishing machine pan.
Page 6-42 2021 Standard Specifications M 41-10
6-02 Concrete Structures
Workers shall complete all post screeding operations without walking on the concrete.
This may require work bridges spanning the full width of the deck/slab.
After removing the screed supports, the Contractor shall fill the voids with concrete (not
mortar).
If the surface left by the finishing machine is porous, rough, or has minor irregularities,
the Contractor shall float the surface of the concrete. Floating shall leave a smooth and
even surface. Float finishing shall be kept to the minimum number of passes necessary
to seal the surface. 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.
The edge of completed roadway slabs at expansion joints and compression seals shall
have a ⅜-inch radius.
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 one half
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 a surface conforming to the requirements
specified above is produced.
6-02.3(10)D4 Vacant
6-02.3(10)D5 Bridge Deck Concrete Finishing and Texturing
Except as otherwise specified for portions of bridge decks receiving an overlay or
sidewalk under the same Contract, the Contractor shall texture the surface of the bridge
deck as follows:
The Contractor shall texture the bridge deck using diamond tipped saw blades
mounted on a power driven, self-propelled machine that is designed to texture
concrete surfaces. The grooving equipment shall provide grooves that are ⅛" ± 1/64"
wide, 3/16" ± 1/16" deep, and spaced at ¾" ± ⅛". The bridge deck shall not be textured
with a metal tined comb.
The Contractor shall submit a Type 2 Working Drawing consisting of the type of
grooving equipment to be used. The Contractor shall demonstrate that the method
and equipment for texturing the bridge deck will not chip, spall or otherwise damage
the deck.
2021 Standard Specifications M 41-10 Page 6-43
Concrete Structures 6-02
Unless otherwise allowed by the Engineer, the Contractor shall texture the concrete
bridge deck surface either in a longitudinal direction, parallel with centerline or in
a transverse direction, perpendicular with centerline. The Contractor shall texture
the bridge deck surface to within 3-inches minimum and 24-inches maximum of the
edge of concrete at expansion joints, within 1-foot minimum and 2-feet maximum of
the curb line, and within 3-inches minimum and 9-inches maximum of the perimeter
of bridge drain assemblies.
The Contractor shall contain and collect all concrete dust and debris generated by
the bridge deck texturing process, and shall dispose of the collected concrete dust
and debris in accordance with Section 2-03.3(7)C.
If the Plans call for placement of a sidewalk or an HMA or concrete overlay on the
bridge deck, the Contractor shall produce the final finish of these areas by dragging a
strip of damp, seamless burlap lengthwise over the bridge deck or by brooming it lightly.
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 the
burlap drag fails to produce the required finish, the Contractor shall replace it. When not
in use, it shall be lifted clear of the bridge deck.
After the bridge deck has cured, the surface shall conform to the surface smoothness
requirements specified in Section 6-02.3(10)D3.
The surface texture on any area repaired to address out-of-tolerance surface smoothness
shall match closely that of the surrounding bridge deck area at the completion of the
repair. Methods used to remove high spots shall cut through the mortar and aggregate
without breaking or dislodging the aggregate or causing spalls.
6-02.3(10)D6 Bridge Approach Slab Finishing and Texturing
Bridge approach slabs that are being built as part of a bridge construction project shall
be textured in accordance with Section 6-02.3(10)D5. All other bridge approach slabs
shall be textured using metal tined combs in the transverse direction, except bridge
approach slabs receiving an overlay in the same Contract shall be finished as specified in
Section 6-02.3(10)D5 only.
The comb shall be made of a single row of metal tines. It 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
accepted, the Contractor shall obtain the Engineer’s acceptance 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.
Surface smoothness, high spots, and low spots shall be addressed as specified in Section
6-02.3(10)D5. The surface texture on any area cut down or built up shall match closely
Page 6-44 2021 Standard Specifications M 41-10
6-02 Concrete Structures
that of the surrounding bridge approach slab area. The entire 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. Unless
otherwise shown in the Plans, the pavement end of the bridge approach slab shall be
constructed normal to the Roadway centerline. 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 A36. All metal parts of the approach expansion anchor shall receive one coat
of paint conforming to Section 9-08.1(2)F or be galvanized in accordance with AASHTO
M232. 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).
The compression seal shall be a 2½ inch wide gland and shall conform to
Section 9-04.1(4).
6-02.3(11) Curing Concrete
After placement, concrete surfaces shall be cured as follows:
1. Bridge sidewalks, roofs of cut and cover tunnels – Two coats of curing compound
covered by white, reflective type sheeting or continuous wet curing. Curing by either
method shall be for at least 10 days.
2. Bridge decks — See Section 6-02.3(11)B.
3. Bridge approach slabs – Two coats of curing compound and continuous wet cure for
at least 10 days.
4. Concrete barriers and rail bases – See Section 6-02.3(11)A.
5. All other concrete surfaces – Continuous wet curing for at least 3 days.
2021 Standard Specifications M 41-10 Page 6-45
Concrete Structures 6-02
When continuous wet curing is specified, the Contractor shall keep all exposed concrete
surfaces saturated with water. Formed concrete surfaces shall be kept in a continuous wet
cure by leaving the forms in place. If forms are removed during the continuous wet curing
period, the Contractor shall treat the concrete as an exposed concrete surface. 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 compound is specified, it shall conform to Section 9-23.2. The Contractor
shall use white pigmented curing compound (Type 2), unless stated otherwise. If the
surface will be covered with HMA, the curing compound shall be white (Type 2, Class B).
For bridge sidewalks, the curing compound shall be clear (Type 1, Class B). The compound
shall be applied immediately after finishing and shall be agitated thoroughly just before
and during application. Application of the second coat shall run at right angles to that of
the first, and the coverage shall total at least 1 gallon per 150 square feet. If any curing
compound spills on construction joints or reinforcing steel, the Contractor shall remove
it before the next concrete placement. If other materials are to be bonded to the surface
(e.g., HMA, pigmented sealer), the Contractor shall remove the curing compound by
sandblasting or acceptable high pressure water washing after the curing is completed.
The Contractor shall have on the site, back-up spray equipment, enough workers, and
(if needed) a work 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.
When white, reflective type sheeting is specified, it shall conform to Section 9-23.1. The
sheeting shall be kept in place by taping or weighting the edges where they overlap.
When curing bridge approach slabs, two coats of curing compound shall be applied
immediately (not to exceed 15 min.) after floating and tining any portion of the bridge
approach slab. The continuous wet curing shall be established as soon as the concrete has
set enough to allow covering without damaging the finish.
When accelerating admixtures are used, the concrete shall be cured in accordance
with these specifications or until the concrete has reached 70 percent of the mix design
28-day strength, but not less than 3 days.
6-02.3(11)A Curing and Finishing Concrete Barriers and Rail Bases
6-02.3(11)A1 Fixed-Form Barrier
The fixed-form wet curing period shall be at least 10 days.
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:
1. Brush the top surface with a fine bristle brush;
2. Cover the top surface with heavy, quilted blankets (not burlap); and
Page 6-46 2021 Standard Specifications M 41-10
6-02 Concrete Structures
3. Spray water on the blankets and forms at intervals sufficient to keep them
continuously wet for 3 days minimum. Alternatively, if forms are removed in
accordance with Section 6-02.3(17)N, heavy, quilted blankets (not burlap) shall be
placed to completely cover the barrier immediately after form removal and kept
continuously wet.
After performing the above steps, the Contractor shall:
4. Remove all lips and edgings with sharp tools or chisels;
5. Fill all holes with mortar conforming to Section 9-20.4(2);
6. True up corners of openings;
7. Remove concrete projecting beyond the true surface by stoning or grinding;
8. Completely cover the barrier with heavy, quilted blankets (not burlap);
9. Keep the blankets continuously wet for the remainder of the curing period.
The Contractor may start the finishing Work described in steps 4 through 7 above after
the third day of curing if the entire barrier is kept covered except the immediate Work
area. Otherwise, no finishing Work may be done until the wet curing period has been
completed.
After a minimum of 7 days of the wet curing period, the Contractor shall clean the
barrier by removing all form-release agent, mud, dust, other foreign substances, blisters,
and air voids just below the surface, to the satisfaction of the Engineer. This shall be
accomplished in either of two 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 completely
covered with wet blankets for the greater of 48 hours or the remainder of the wet
curing period.
If the above steps of cleaning and filling with mortar are performed during the 10-day wet
curing period, the wet curing blankets shall only be removed in the immediate Work area
while the Work is being performed and for no longer than 8 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.
2021 Standard Specifications M 41-10 Page 6-47
Concrete Structures 6-02
6-02.3(11)A2 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 two coats of clear curing compound (Type 1) on the concrete surface after the
free water has disappeared.
2. No later than the morning after applying the curing compound, cover the barrier with
white, reflective sheeting for at least 10 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 the proposal and if found
acceptable, will accept 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 curing method, the Contractor shall:
1. Provide an initial curing period by continuous fogging or mist spraying for at least the
first 24 hours.
2. After the initial curing 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.
Page 6-48 2021 Standard Specifications M 41-10
6-02 Concrete Structures
6-02.3(11)B Curing Bridge Deck
6-02.3(11)B1 Equipment & Submittals
The fogging apparatus shall consist of pressure washers with a minimum nozzle output of
1,500 psi, or other means accepted by the Engineer.
The Contractor shall submit a Type 2 Working Drawing consisting of the bridge deck
curing plan a minimum of 14 calendar days prior to the pre-deck pour meeting. The
Contractor’s plan shall describe the sequence and timing that will be used to fog the
bridge deck, apply pre-soaked burlap, install soaker hoses and cover the deck with white,
reflective sheeting.
6-02.3(11)B2 Curing
The fogging apparatus shall be in place and charged for fogging prior to beginning
concrete placement for the bridge deck.
The Contractor shall presoak all burlap to be used to cover the deck during curing.
Immediately after the finishing machine passes over finished concrete, the Contractor
shall implement the following tasks:
1. The Contractor shall fog the bridge deck as necessary to suppress evaporation and
maintain a wet sheen without developing pooling or sheeting water.
2. The Contractor shall apply the presoaked burlap to the top surface to fully cover
the deck within 1 hour after the finishing machine has passed, unless otherwise
accepted in the cold weather protection Working Drawing or as accepted by the
Engineer during deck casting. The burlap shall be placed flat from work bridges to
minimize unnecessary damage to the concrete finish. The Contractor shall not apply
curing compound.
3. The Contractor shall continue to keep the burlap wet by fogging as needed until the
burlap is covered by soaker hoses and white, reflective sheeting. The Contractor shall
place the soaker hoses and white, reflective sheeting after the concrete has achieved
initial set. The Contractor shall charge the soaker hoses frequently so as to keep the
burlap covering the entire deck wet during the course of curing.
As an alternative to tasks 2 and 3 above, the Contractor may propose a curing system
using proprietary curing blankets specifically manufactured for bridge deck curing. The
Contractor shall submit a Type 2 Working Drawing consisting of details of the proprietary
curing blanket system, including product literature and details of how the system is to be
installed and maintained.
The wet curing regime as described shall remain in place for at least 14 consecutive
calendar days.
2021 Standard Specifications M 41-10 Page 6-49
Concrete Structures 6-02
6-02.3(12) Construction Joints
6-02.3(12)A Construction Joints in New Construction
If the Engineer allows, 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 accepted 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. Grooves shall be installed using
one of the following options:
1. Grooves shall be ½ to 1 inch wide, ¼ to ½ inch deep, and spaced equally at twice the
width of the groove. Grooves shall terminate approximately 1½-inches from the face
of concrete.
2. Grooves shall be 1 to 2 inches wide, a minimum of ½-inch deep, and spaced
a maximum of three times the width of the groove. Grooves shall terminate
approximately 1½-inches from the face of concrete.
If the Engineer allows, the Contractor may use an alternate method to produce a
roughened surface on the joint, provided that such an alternate method leaves a
roughened surface of at least a ¼-inch amplitude.
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.
Page 6-50 2021 Standard Specifications M 41-10
6-02 Concrete Structures
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.
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 accepted 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.
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.
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. The cleaned surface shall be saturated with water for a
minimum of 4 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 a 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 damaging 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).
2021 Standard Specifications M 41-10 Page 6-51
Concrete Structures 6-02
6-02.3(13)A Strip Seal Expansion Joint System
The Contractor shall submit Type 2 Working Drawings consisting of the strip seal
expansion joint shop drawings. These plans shall include, at a minimum, the following:
1. Plan, elevation, and sections of the joint system and all components, with dimensions
and tolerances.
2. All material designations.
3. Manufacturer’s written installation procedure. The installation procedure shall
indicate how the extrusions set into the two sides of the joint will be allowed to
move independently of one another.
4. Corrosion protection system used on the metal components.
5. Locations of welded shear studs, lifting mechanisms, temperature setting devices,
and construction adjustment devices.
6. Method of sealing the system to prevent leakage of water through the joint.
7. Details of the temporary supports for the steel extrusions while the encapsulating
concrete of the headers is placed and cured.
8. The gland installation procedure, including the means and methods used to install
the gland and assure correct seating of the gland within the steel extrusions.
The strip seal shall be removable and replaceable.
The metal components shall conform to ASTM A36, ASTM A992, or ASTM A572, and
shall be protected against corrosion by one of the following methods:
1. Zinc metallized in accordance with Section 6-07.3(14).
2. Hot-dip galvanized in accordance with AASHTO M111.
3. Paint in accordance with Section 6-07.3(9). The color of the top coat shall be SAE
AMS Standard 595 Color No. 26357. The surfaces embedded in concrete shall be
painted only with a shop primer coat of paint conforming to Section 9-08.1(2)C.
If the gland is installed in the field, the Contractor shall have the services of a strip seal
expansion joint system manufacturer’s technical representative physically present at the
job site. The manufacturer’s technical representative shall train the Contractor’s personnel
performing the field installation of the gland, provide technical assistance for installing the
gland, and observe and inspect the installation of at least the first complete joint.
The strip seal gland shall be continuous for the full length of the joint with no splices
permitted, unless otherwise shown in the Plans.
Other than items shown in the Plans, threaded studs used for construction adjustments
are the only items that may be welded to the steel shapes provided they are removed
by grinding after use, and the area repaired by application of an accepted corrosion
protection system.
Page 6-52 2021 Standard Specifications M 41-10
6-02 Concrete Structures
After the expansion joint system is installed, a watertightness test shall be performed as
follows. The Contractor shall flood each completely installed expansion joint system with
water to a minimum depth of three inches for a duration of at least one hour. If leakage
is observed, the expansion joint system shall be repaired at no additional expense to the
Contracting Agency, as recommended by the manufacturer. After repairs are completed,
the expansion joint shall be retested for leakage.
6-02.3(13)B Compression Seal Expansion Joint System
Compression seal glands shall conform to Section 9-04.1(4) and be sized as shown in the
Plans.
The compression seal expansion joint system shall be installed in accordance with the
manufacturer’s written recommendations. The Contractor shall submit a Type 1 Working
Drawing consisting of the manufacturer’s written installation procedure and repair
procedures if leakage testing fails.
After the expansion joint system is installed, a watertightness test shall be performed as
follows. The Contractor shall flood each completely installed expansion joint system with
water to a minimum depth of three inches for a duration of at least one hour. If leakage
is observed, the expansion joint system shall be repaired at no additional expense to the
Contracting Agency, as recommended by the manufacturer. After repairs are completed,
the expansion joint shall be retested for leakage.
6-02.3(13)C Modular Expansion Joint System
The Contractor shall design, fabricate, inspect, test, and install a modular, multiple seal
expansion joint system in accordance with the geometry and movements shown and
specified in the Plans. The modular expansion joint system shall extend continuously
across the full width of the bridge deck and up into the traffic barriers as shown in
the Plans.
6-02.3(13)C1 Acceptable Manufacturers
Only manufacturers whose modular expansion joint systems have met the requirements
specified in Section 6-02.3(13)C9 will be permitted to supply modular expansion joint
systems. Any testing required to establish the fatigue resistance of all details of a specific
proprietary system shall be completed prior to the Contract award date. All fatigue testing
shall be conducted in accordance with Sections 6-02.3(13)C11, 6-02.3(13)C23, and
6-02.3(13)C26. Testing shall be completed on any revised details or material substitutions
of a previously prequalified system prior to the Contract award date.
Manufacturers known to have met the requirements of Section 6-02.3(13)C9 are
specified in Section 6-02.3(13)C as supplemented in the Special Provisions.
2021 Standard Specifications M 41-10 Page 6-53
Concrete Structures 6-02
6-02.3(13)C2 Submittals
The expansion joint manufacturer shall have at least three years of experience in
designing and manufacturing modular expansion joint systems. The Contractor shall
submit a Type 1 Working Drawing consisting of written certification of the manufacturer’s
experience, including the location of each bridge, installation date, governmental
agency/owner, and the name, address, and telephone number of each owner’s/
agency’s representative.
The Contractor shall submit the name of the selected expansion joint system
manufacturer to the Engineer within 10 days of Contract award. Once the name of the
manufacturer has been submitted to the Engineer, the Contractor shall not select an
alternative expansion joint system manufacturer unless the manufacturer demonstrates
an inability to meet the requirements of Section 6-02.3(13)C.
The Contractor shall submit Type 3E Working Drawings consisting of shop drawings and
design calculations delineating the expansion joint system in accordance with Sections
1-05.3 and 6-03.3(7) and as noted herein. The Professional Engineer responsible for
preparing and stamping the submittal shall be an employee of the expansion joint system
manufacturer, and shall hold a valid license in the branch of Civil or Structural Engineering,
either in the State of Washington or another state. These submittals shall include, at a
minimum, the following:
1. Plan, elevation, and section of the joint system for each movement rating and bridge
deck width. All dimensions and tolerances shall be specified.
2. Sections showing all materials composing the expansion joint system with complete
details of all individual components including all bolted and welded splices
and connections.
3. All ASTM, AASHTO, or other material designations.
4. Installation plan including sequence, lifting mechanisms and locations, details of
temporary anchorage during setting, temperature adjustment devices, opening
dimensions relative to temperature, installation details at curbs, and seal
installation details.
5. Plan for achieving watertightness including details related to performing the
watertightness test required in Section 6-02.3(13)C32.
6. Details and material designations pertinent to the corrosion protection system.
7. Requirements and details related to the temporary support of the joint system for
shipping, handling, and job site storage.
8. Design calculations for all structural elements including all springs and bearings.
The design calculations shall include fatigue design for all structural elements,
connections, and splices.
9. Welding procedures in compliance with the current AASHTO/AWS D1.5 Bridge
Welding Code.
Page 6-54 2021 Standard Specifications M 41-10
6-02 Concrete Structures
10. A written maintenance and part replacement plan to facilitate replacement of parts
subject to wear. This plan shall include a list of parts, instructions for maintenance
inspection, acceptable wear tolerances, methods for determining wear, procedures
for replacing worn parts, and procedures for replacing seals.
11. Comprehensive integrated details of the expansion joint system, its support boxes,
assembly supports, erection aids, and the bridge deck and expansion joint header
steel reinforcing bars. The Contractor shall identify in the integrated details any
modifications to the bridge deck steel reinforcing bars necessary to accommodate
the expansion joint system. The Contractor shall show, in the integrated details, the
specific means (moving, bending, cutting, bundling, supplementing or coupling steel
reinforcing bars, or incorporating hooks or headed steel reinforcing bars) to address
congestion and conflicts.
12. Means, methods, and concrete placement sequence for placing concrete and
attaining full consolidation of concrete beneath and adjacent to the support boxes of
the modular expansion joint assembly. The methods and sequence shall account for
congestion surrounding the box sections due to bridge deck steel reinforcing bars,
and expansion joint assembly supports and erection aids.
At the time of shop plan submittal as outlined above, the Contractor shall submit Type 1
Working Drawings consisting of the following documentation:
1. Documentation that the manufacturer is certified through the AISC Quality
Certification Program under the category Bridge and Highway Metal Components.
2. Documentation that welding inspection personnel are qualified and certified as
welding inspectors under AWS QC1, Standard for Qualification and Certification of
Welding Inspectors.
3. Documentation that personnel performing nondestructive testing (NDT) are qualified
and certified as NDT Level II under the American Society for Nondestructive Testing
(ASNT) Recommended Practice SNT-TC-1a.
The Contractor shall submit Type 1 Working Drawings consisting of the following test
reports and certificates of compliance:
1. Manufacturer’s certificate of compliance for all polytetrafluorethylene (PTFE)
sheeting, PTFE fabric, and elastomer.
2. Certified mill test reports for all steel and stainless steel in the expansion joint
system assemblies.
3. Certified test reports confirming that the springs and bearings meet the design load
requirements.
Upon completion of installation, the Contractor shall submit a Type 1 Working Drawing
consisting of certification stating that each expansion joint system was installed in
accordance with the shop plan installation procedure. This certification shall conform to
the requirements specified in Section 6-02.3(13)C32.
2021 Standard Specifications M 41-10 Page 6-55
Concrete Structures 6-02
The Contractor shall submit Type 2E Working Drawings consisting of a temporary
bridging method for each expansion joint system over which construction traffic
is anticipated to cross following its installation. This submittal shall conform to the
requirements specified in Section 6-02.3(13)C32.
The Contractor shall submit Type 1 Working Drawings consisting of a Quality Assurance
Inspection program performed by an independent inspection agency provided by the
manufacturer. The name of the independent inspection agency, details of the proposed
quality assurance inspection program including inspection frequency, and all applicable
reporting forms shall be included in the Type 1 Working Drawing submittal.
Modular expansion joint assembly warranties and guarantees provided by the
manufacturer in accordance with Section 1-05.10 shall be submitted as Type 1
Working Drawings.
6-02.3(13)C3 General Design Requirements
The expansion joint system shall be designed and detailed with adequate access
to all internal components in order to assure the feasibility of inspection and
maintenance activities.
The expansion joint system shall be designed and detailed to minimize concrete cracking
above the support boxes. Measures taken shall include, but not be limited to, assuring
adequate support box top plate thickness, specifying any additional bridge deck steel
reinforcement required, and providing adequate concrete cover.
The expansion joint system and bridge deck steel reinforcement shall be detailed
to assure that adequate concrete consolidation can be achieved underneath all
support boxes.
The expansion joint seals shall not protrude above the top of the expansion joint system
under any service condition. Split extrusions may be used at curb upturns.
The elastomeric or urethane springs and bearings shall be designed to be removable and
replaceable. The removal and reinstallation of each strip seal shall be easily accomplished
from above the joint with a 1-1/4 inch minimum gap width. These operations shall be
viable with a one lane partial closure of the bridge deck.
The expansion joint system shall be designed and detailed to be watertight.
The expansion joint system shall be designed and detailed to accommodate all
movements specified in the Plans.
The expansion joint shall be designed and detailed to mitigate the potential for fatigue
damage wherever centerbeam field splices are required. Consideration shall be given to
reducing support box spacing and optimizing splice location between adjacent support
boxes in order to minimize fatigue stress range at field splices.
Page 6-56 2021 Standard Specifications M 41-10
6-02 Concrete Structures
6-02.3(13)C4 Design Axle Loads and Impact Factors
The centerbeams, support bars, bearings, connections, and other structural components
shall be designed for the simultaneous application of vertical and horizontal loads from a
tandem axle. The tandem axle shall consist of a pair of axles spaced four feet apart with
vertical and horizontal loads as specified in Section 6-02.3(13)C as supplemented in the
Special Provisions. The transverse spacing of the wheels shall be six feet. The distribution
of the wheel load among centerbeams shall be as specified in Section 6-02.3(13)C5.
6-02.3(13)C5 Distribution of Wheel Loads
The following table specifies the centerbeam distribution factor as a function of
centerbeam top flange width. This factor is the percentage of the design vertical axle load
and the design horizontal axle load which shall be applied to an individual centerbeam for
the design of that centerbeam and its associated support bars. Distribution factors shall
be interpolated for centerbeam top flange widths between those explicitly denoted in the
table. In no case shall the distribution factor be taken as less than 50%. The remainder
of the load shall be divided equally and applied to the two adjacent centerbeams or
edge beams.
Width of Centerbeam Top Flange Distribution Factor
2.5 inches 50%
3.0 inches 60%
4.0 inches 70%
4.75 inches 80%
6-02.3(13)C6 Fatigue Limit State Design Requirements
Modular expansion joint system structural members, bolted and welded splices and
connections, and attachments shall be designed to resist the Fatigue Limit State load
combination specified in Table 3.4.1-1 of the AASHTO LRFD Bridge Design Specifications.
The vertical and horizontal load ranges specified in Section 6-02.3(13)C4 shall be applied
simultaneously. These loads shall be distributed as specified in Section 6-02.3(13)C5.
The nominal stress ranges, ∆f, at all fatigue critical details shall be obtained from a
structural analysis of the expansion joint system applying the design vertical and
horizontal load ranges specified in Section 6-02.3(13)C4 and distributed as specified
in Section 6-02.3(13)C5. The expansion joint system shall be analyzed with a minimum
gap opening corresponding to the midrange configuration (at least half of the maximum
gap opening). The design axle load shall be applied as two wheel loads, each having a
transverse width of 20 inches.
For each detail under consideration, the wheel loads shall be positioned transversely on
a centerbeam to achieve the maximum nominal stress range at that detail. The vertical
and horizontal wheel loads shall be applied as line loads to the top of the centerbeams at
their centerlines. The design stress range in the centerbeam-to-support bar connection
shall be calculated as specified below. The design nominal stress ranges, ∆f, multiplied
2021 Standard Specifications M 41-10 Page 6-57
Concrete Structures 6-02
by the appropriate load factors in Table 3.4.1-1 of the AASHTO LRFD Bridge Design
Specifications, shall be used for fatigue design as specified at the end of this subsection.
6-02.3(13)C7 Welded or Bolted Single-Support-Bar Systems
The nominal stress range, ∆f, in the centerbeam at a welded or bolted stirrup shall be the
sum of the longitudinal bending stress ranges at the critical section resulting from vertical
and horizontal loading. The effects of stresses in any load-bearing attachments such
as the stirrup or yoke shall not be considered when calculating the longitudinal stress
range in the centerbeam. For bolted single-support-bar systems, stress ranges shall be
calculated using the net section.
The nominal stress range, ∆f, in the stirrup or yoke shall be calculated without considering
the effects of stresses in the centerbeam. The stress range shall be calculated by assuming
a load range in the stirrup equal to 30% of the total vertical reaction force between the
centerbeam and the support bar. The effects of horizontal loads may be neglected in the
design of the stirrup.
6-02.3(13)C8 Welded Multiple-Support-Bar Systems
Three locations have been identified as initiation sites for fatigue cracking at a
centerbeam-to-support bar welded connection. The types of cracking associated with
these three locations are described below. The corresponding equations may be used to
calculate the nominal stress range, ∆f. For the support bar, either the reduced moment at
the critical cross section or the moment at the centerline of the connection may be used
in these equations.
Centerbeam weld toe cracking is driven by a combination of longitudinal bending
stress range, SRB, in the centerbeam, and vertical stress range, SRZ, at the top of the
connection weld.
The longitudinal bending stress range, SRB, at the bottom of the centerbeam shall be
calculated as:
SRB ≡ MVcb / SXcb + MHcb / SYcb
The vertical stress range, SRZ, at the top of the connection weld shall be calculated as:
SRZ ≡ RH∙ dcb / SWtop + RV / AWtop
Support bar weld toe cracking is driven by a combination of longitudinal bending
stress range, SRB, in the support bar and vertical stress range, SRZ, at the bottom of the
connection weld.
The longitudinal bending stress range, SRB, at the top of the support bar shall be
calculated as:
SRB ≡ MVsb / SXsb + 0.5 ∙ RH ∙ (dcb + hW + 0.5 ∙ dsb) / SXsb
Page 6-58 2021 Standard Specifications M 41-10
6-02 Concrete Structures
The vertical stress range, SRZ, at the bottom of the connection weld shall be calculated as:
SRZ ≡ RH ∙ (dcb + hW) / Swbot + RV / AWbot
Weld throat cracking is driven by a vertical stress range at the weld throat.
The vertical stress range, SRZ, at mid-height of the connection weld shall be calculated as:
SRZ ≡ RV / Awmid + RH ∙ (dcb + 0.5 ∙ hW) / SWmid
In the above equations:
RV ≡ vertical reaction at the connection weld
RH ≡ horizontal reaction at the connection weld
MVcb ≡ bending moment in the centerbeam due to applied vertical forces
MHcb ≡ bending moment in the centerbeam due to applied horizontal forces
MVsb ≡ bending moment in the support bar due to applied vertical forces
SXcb ≡ section modulus at bottom of the centerbeam about horizontal axis
SYcb ≡ section modulus of the centerbeam about vertical axis
SXsb ≡ section modulus at top of the support bar about horizontal axis
AWtop ≡ area of the weld at the top of the connection
AWmid ≡ area of the weld at the middle of the connection
AWbot ≡ area of the weld at the bottom of the connection
SWtop ≡ section modulus of the weld at the top of the connection
SWmid ≡ section modulus of the weld at the middle of the connection
SWbot ≡ section modulus of the weld at the bottom of the connection
hW ≡ height of the weld
dcb ≡ depth of the centerbeam
dsb ≡ depth of the support bar
The nominal stress range, ∆f, at welded multiple-support-bar connection details shall be
calculated for each case above as follows:
∆f ≡ (S2RB + S2RZ)1/2
Where:
SRB ≡ longitudinal stress range in the centerbeam or support bar, as calculated for
each specific case above.
SRZ ≡ vertical stress range in the centerbeam-to-support bar connection weld, as
calculated for each specific case above.
All modular expansion joint system structural members, connections (bolted and welded),
splices, and attachments shall satisfy the following:
γ∆f ≡ (ΔF)TH
Where:
γ ≡ the load factor for the Fatigue I Limit State, as stipulated in Table 3.4.1-1 of the
AASHTO LRFD Bridge Design Specifications.
Δf ≡ the nominal stress range as specified at the beginning of this subsection.
(ΔF)TH ≡ constant amplitude fatigue threshold (CAFL) as specified in
Section 6-02.3(13)C9.
2021 Standard Specifications M 41-10 Page 6-59
Concrete Structures 6-02
6-02.3(13)C9 Fatigue Resistance Characterization Requirements
The fatigue resistance of all details shall be characterized in terms of the detail categories
specified in Table 6.6.1.2.5-1 of the AASHTO LRFD Bridge Design Specifications.
Many details composing modular expansion joint systems may clearly correspond to
specific structural details depicted in Figure 6.6.1.2.3-1 of the AASHTO LRFD Bridge
Design Specifications. In these cases, the applicable fatigue categories specified in Table
6.6.1.2.3-1 may be used for design.
In cases where the Engineer establishes that a detail does not clearly correspond
to a structural detail depicted in Figure 6.6.1.2.3-1, fatigue testing of specimens
exhibiting that detail shall be conducted, in accordance with Sections 6-02.3(13)C11,
6-02.3(13)C23, and 6-02.3(13)C26, to establish the appropriate constant amplitude
fatigue limit (CAFL) for that detail.
6-02.3(13)C10 Strength I Limit State Design Requirements
Modular expansion joint system structural steel members, connections (bolted
and welded), splices, and attachments shall be designed to resist the Strength
I Limit State load combination specified in Table 3.4.1-1 of the AASHTO LRFD
Bridge Design Specifications. The vertical and horizontal loads specified in Section
6-02.3(13)C4 shall be applied simultaneously. These loads shall be distributed as specified
in Section 6-02.3(13)C5.
6-02.3(13)C11 Fatigue Testing of Metallic Structural Components and
Connections
This test procedure is acceptable for, and specifically applicable to, establishing the
fatigue resistance of the centerbeam-to-support bar connection in modular expansion
joint systems. It is applicable to single-support-bar and multiple-support-bar systems
having either welded or bolted centerbeam-to-support bar connections. The same
methodology may be applied to establish the fatigue resistance of other modular
expansion joint metallic structural component details, including centerbeam splices.
Each fatigue test generates a discrete datum. Each datum comprises an applied constant
amplitude nominal stress range, Sr, and the corresponding number of cycles, N, associated
with either a predetermined extent of crack propagation, defined as failure, or with
termination of the test, defined as runout. Ten data shall be acquired for each connection
detail. All data shall be in the very long life range, corresponding as closely to the
constant amplitude fatigue limit (CAFL) as practical. Specifically, the number of cycles, N,
associated with each datum, shall be no less than one order of magnitude less than Nmin
corresponding to the detail category specific CAFL specified in Section 6-02.3(13)C19.
For example, to characterize a detail as Detail Category C, the tested number of cycles, N,
shall exceed 4.4 x 105 for each datum.
Page 6-60 2021 Standard Specifications M 41-10
6-02 Concrete Structures
The constant amplitude nominal stress range shall be calculated at the anticipated
initiation location of an incipient crack. Nominal stresses shall be calculated using
conventional equations for analyzing bending and axial load. These equations are
essentially the same as those used in strength design. The stress concentration effects of
a weld, bolt hole, or other local features are not explicitly embodied in the conventional
nominal stress equations.
The appropriate AASHTO detail category applicable to fatigue design shall be established
by comparing acquired test data to fatigue resistance graphs representing the AASHTO
detail categories. The constant amplitude fatigue limit (CAFL) applicable to fatigue design
corresponds to the AASHTO detail category fatigue resistance graph representing a lower
bound of the experimentally acquired data.
When testing is conducted exclusively in the infinite life regime and more stringent
test data scatter requirements are satisfied, a unique CAFL (different from those CAFL
corresponding to specific detail categories specified by AASHTO) may be established for
fatigue design.
Specimens selected for testing shall be full-scale centerbeam and support bar assemblies
or subassemblies representative of those installed in field applications. A subassembly is
defined as a specimen having the same physical and geometric properties as an assembly
but having a reduced number of centerbeams.
Each specimen shall consist of three continuous centerbeam spans over four equally
spaced support bars. Centerbeam spans between adjacent support bar centerlines shall
be a minimum of 3’-0” and a maximum of 4’-6”. Support bar spans shall be a minimum of
3’-0” and a maximum of 3’-8”. The centerbeam-to-support bar connection being tested
shall be located at the midspan of each support bar.
Any welded or bolted attachments used to secure equidistant springs to a support bar,
centerbeam, or stirrup shall be fabricated as an integral part of the specimen. A rigid load
path to the test fixture shall be provided to resist any horizontal forces or displacements
which would normally be resisted through these attachments in a field installation. Any
miscellaneous welded or bolted attachments, including welded attachments used to
secure the expansion joint strip seals to the centerbeams, shall also be fabricated as
integral parts of the specimen.
Support bars of subassembly specimens that are components of single-support-bar
swivel-joist type modular expansion joint systems shall be oriented perpendicular to the
longitudinal axis of the centerbeam.
Prior to testing, each specimen shall be visually inspected for any defects, loose fasteners
or other aberrations which could plausibly affect the tested fatigue resistance. Defects
and flaws shall be defined in accordance with the appropriate governing specification
(ASTM A6, AWS D1.5, etc.). Data acquired from specimens containing such anomalies
shall not be excluded from consideration except as permitted in Section 6-02.3(13)C20.
Any observed anomaly shall also be reported with its corresponding data in the tabular
format stipulated in Section 6-02.3(13)C22.
2021 Standard Specifications M 41-10 Page 6-61
Concrete Structures 6-02
Each specimen shall be sufficiently instrumented to measure the static nominal strain
range within that specimen for a specific applied load range. Best results can generally
be obtained when the applied load range for the static calibration tests does not pass
through zero load. Strain measurements shall be made at locations sufficiently distant
from local effects, such as weld toes or bolt holes, which could significantly influence
acquired test data.
As a minimum, eight strain gages shall be installed on the centerbeam top flange in the
vicinity of each centerbeam-to-support bar connection. These gages shall be installed
in pairs on each side of the connection at distances of one and two times the depth of
the centerbeam from the centerline of the connection. Each pair of strain gages shall be
located symmetrically about the centerline of the centerbeam. As a minimum, two strain
gages shall also be installed on the support bar bottom flange in the vicinity of each
centerbeam-to-support bar connection. One of these strain gages shall be installed on
each side of the connection at a distance equal to the depth of the support bar from the
centerline of the connection. These strain gages shall be installed along the centerline of
the support bar.
6-02.3(13)C12 Fatigue Testing Test Fixtures
Test fixtures shall have the capability to adequately support and secure the specimen
throughout the duration of the test. The fixture shall be designed and fabricated to such
tolerances as required to assure that additional stresses will not be generated in the
specimen as a consequence of fixture misalignment. Mismatches resulting from specimen
fabrication errors shall be accommodated by shimming or other such means precluding
the application of force to the specimen.
Typical elastomeric bearings and springs used to transfer vertical loads from the support
bars to the support boxes may be replaced with steel bearings in the test fixture. This
modification will enable fatigue testing at higher load ranges and different frequencies
than those encountered during normal service conditions.
Load shall be applied through two 10 inch long patches. Each patch shall typically
comprise a steel plate and a hard rubber bearing pad placed in contact with the bottom
flange of the centerbeam. Each patch shall be located at midspan of each outer span.
In order to assure adequate seating of the specimen to the test fixture, a minimum of
10 kips shall be applied at each patch location. This requirement is waived for tests
of single support bar systems conducted using load reversal. Once this load has been
applied, all strain measuring devices shall be rebalanced to zero strain while the preload
is maintained. An additional load approximately equivalent to the calculated load range
shall be applied. Strain ranges shall be measured for the load range from 10 kips to the
peak load. Each static calibration test shall be repeated three times while still maintaining
a minimum 10 kips load at each load patch. The measured strain ranges from each
repetition should vary by no more than 25% from the mean value. If the stress ranges are
not repeatable, appropriate modifications shall be made to the test fixture.
Page 6-62 2021 Standard Specifications M 41-10
6-02 Concrete Structures
6-02.3(13)C13 Static Calibration Test
Prior to any fatigue resistance testing, a static calibration test shall be performed in order
to validate the structural analysis model. The static calibration test shall be performed
after attainment of stress range repeatability as described in Section 6-02.3(13)C12. The
structural analysis model shall be considered validated when calculated strain ranges are
within ±25% of the measured strain ranges at every strain gage location.
For the purpose of reporting nominal fatigue resistance stress ranges at specific details,
stress ranges determined through structural analysis of the model shall be preferred over
stress ranges acquired directly from test measurements.
6-02.3(13)C14 Fatigue Test Procedure
A minimum of ten data points shall be required to establish the fatigue resistance of each
detail. The centerbeam-to-support bar connection shall be considered as a single detail.
Several data points may be obtained from a single specimen by repairing the cracked
sections of that specimen and resuming testing. Such repairs shall have minimal effect on
the stress ranges at unfailed details still being tested. Data points derived from tests in
which a repaired detail cracks again shall be discarded.
All data shall be in the very long life range, corresponding as closely to the constant
amplitude fatigue limit as practical, but in no case less than 200,000 cycles. Either finite
life regime or infinite life regime testing may be conducted. For infinite life regime testing,
the number of cycles, N, associated with each of the ten data shall be at least twice the
number of cycles, Nmin, designated in the table in Section 6-02.3(13)C19.
Loads shall be applied using hydraulic actuators or other similar loading devices. The
magnitude of the vertical load range, ∆Pv, shall be maintained and continuously monitored
throughout the duration of the test. Vertical and horizontal load ranges shall be applied
to the specimen simultaneously. The horizontal load range shall always be equal to 20%
of the vertical load range, ∆Pv. This horizontal-to-vertical load ratio may be maintained
by inclining the specimen 11.3 degrees with respect to the horizontal plane and applying
load through vertically oriented actuators.
For multiple support bar systems, the loading mechanism shall be either exclusively
tension or exclusively compression and shall be applied at a constant amplitude at any
desired frequency. The applied load range shall be in a direction such that the reaction
force between the centerbeam and support bar is always tensile. The load range shall not
pass through zero load. Minimum preload shall be maintained throughout the duration of
the test.
2021 Standard Specifications M 41-10 Page 6-63
Concrete Structures 6-02
Single support bar systems may be loaded using the same procedures as those for
multiple support bar systems. If premature stirrup failure occurs, an applied load range of
70% compression and 30% tension may be used.
The load ranges used in the test shall not be so large as to alter the observed failure mode
from that which would be observed under service conditions. Under no circumstance
shall imposed stress exceed the yield stress of the material in any portion of the specimen.
Each specimen shall be tested using at least two different load (stress) ranges.
If infinite life regime testing is conducted, the first load range should be chosen so
that the applied stress range is just above the postulated CAFL. The load range in the
subsequent test shall be decreased if failure resulted and increased if the test resulted
in a runout. A suggested increment in load is such that the stress range is increased
or decreased by 2 ksi. The applicable CAFL shall be selected from those CAFL values
corresponding to the AASHTO fatigue categories. The selected CAFL is the one just
below the lowest stress range that resulted in cracking.
6-02.3(13)C15 Fatigue Test Failure Criteria
Failure in welded centerbeam-to-support bar connection specimens includes the
following:
Centerbeam weld toe cracking originates at or near the centerbeam weld toe,
propagates up into the centerbeam at some angle, and grows back over the
connection. These cracks typically grow at an angle of about 45 degrees. A specimen
shall be considered as failed due to this type of cracking when the crack has
grown on any vertical face a length from the point of origin equal to half of the
centerbeam depth.
Support bar weld toe cracking originates at or near the support bar weld toe,
propagates down into the support bar, and grows back under the connection at
some angle, typically about 45 degrees. A specimen shall be considered as failed due
to this type of cracking when the crack has grown on any vertical support bar face a
length from the point of origin equal to half of the depth of the support bar.
Weld throat cracking originates in the weld throat and typically grows in a plane
parallel to the longitudinal axis of the support bar at about mid-depth of the weld
throat. A specimen shall be considered as failed due to this type of cracking when
a complete fracture of the weld throat has occurred. These cracks have been
observed to turn down into the support bar, but only after significant growth. In such
instances, the criteria for support bar weld toe cracking shall be applied.
A welded stirrup connection specimen shall be considered as failed when cracks result
in the complete fracture of any stirrup leg or when cracks originating at or near a stirrup
weld have grown into any face of the centerbeam a length from the stirrup weld toe equal
to half of the centerbeam depth.
Page 6-64 2021 Standard Specifications M 41-10
6-02 Concrete Structures
A bolted centerbeam-to-support bar connection specimen shall be considered as failed
when:
1. Fatigue cracks which have grown out of a bolt hole have resulted in the complete
fracture of the tension flange of the centerbeam.
2. Fatigue cracks which have grown out of a bolt hole have extended into any face of
the centerbeam web a distance equivalent to half of the centerbeam depth less the
centerbeam flange thickness.
3. Any portion of a stirrup fractures completely.
4. Any single bolt fractures completely.
6-02.3(13)C16 Alternate Criteria for Termination of a Finite Life Regime
Fatigue Test
A test may also be terminated when, for a given stress range, the specimen has survived
the number of cycles required to plot the data above either a particular fatigue resistance
curve or the maximum permitted in Section 6-02.3(13)C20. For example, if the applied
stress range is 17 ksi and the desired fatigue resistance curve is Category C, then based
upon the equation presented in Section 6-02.3(13)C19, the test may be terminated after
application of about 900,000 cycles provided that the specimen has not failed based on
the above described criteria.
6-02.3(13)C17 Nominal Stress Range for Welded Centerbeam-to-Support
Bar Systems
The nominal stress range for centerbeam weld toe cracking shall be calculated by taking
the square root of the sum of the squares of the longitudinal bending stress range in the
centerbeam and the vertical stress range at the top of the weld.
The nominal stress range for support bar weld toe cracking shall be calculated by taking
the square root of the sum of the squares of the longitudinal bending stress range in the
support bar and the vertical stress range at the bottom of the weld.
The nominal stress range for weld throat cracking shall be the calculated vertical stress
range in the throat of the weld.
The nominal stress range in the centerbeam at a welded stirrup shall be calculated as
the summation of the longitudinal bending stress ranges at the critical section resulting
from vertical and horizontal loading. The entire load range shall be used in the calculation,
even if the loading is partly in compression. The effects of stresses in any load-bearing
attachments such as the stirrup or yoke shall not be considered when calculating the
nominal stress range in the centerbeam.
The load range in the stirrup itself shall be taken as 30% of the total vertical load range
carried through the connection. The effect of horizontal forces may be neglected.
2021 Standard Specifications M 41-10 Page 6-65
Concrete Structures 6-02
6-02.3(13)C18 Nominal Stress Range for Bolted Centerbeam-to-Support
Bar Systems
The nominal stress range in the centerbeam shall be taken as the summation of the
longitudinal bending stress ranges in the centerbeam resulting from vertical and
horizontal loading. Nominal stress ranges shall be calculated using the net section. The
effects of stresses in the stirrup shall not be considered when calculating the nominal
stress range in the centerbeam.
The nominal load range in the bolt group and the stirrup assembly shall be taken as 30%
of the total vertical load range carried through the connection. The effect of horizontal
forces may be neglected.
6-02.3(13)C19 Interpretation of Fatigue Test Data
The experimentally acquired data and graphs representing the fatigue resistance of
the detail categories delineated in Section 6.6 of the AASHTO LRFD Bridge Design
Specifications, shall be juxtaposed on a log-log scale. The equation representing the finite
life fatigue resistance of these AASHTO detail categories is:
N ≡ A / S 3r,eff
Where:
N ≡ number of cycles to failure.
Sr,eff ≡ nominal effective stress range representing fatigue resistance.
A ≡ constant defined in Table 6.6.1.2.5-1 of the AASHTO LRFD Bridge Design
Specifications.
The minimum number of cycles associated with infinite fatigue life, Nmin, and the
corresponding constant amplitude fatigue limit (CAFL) for each AASHTO detail category is
designated in the table below.
Detail Category Nmin (infinite fatigue life)CAFL(ksi)
A 1.8 x 106 cycles 24
B 3.0 x 106 cycles 16
B'3.5 x 106 cycles 12
C 4.4 x 106 cycles 10
C'2.5 x 106 cycles 12
D 6.4 x 106 cycles 7.0
E 1.2 x 107 cycles 4.5
E'2.2 x 107 cycles 2.6
Page 6-66 2021 Standard Specifications M 41-10
6-02 Concrete Structures
6-02.3(13)C20 Finite Life Regime Testing
The number of cycles, N, to either failure or runout, associated with each of the ten data
need not exceed Nmin, designated in the table in Section 6-02.3(13)C19.
The detail category applicable to fatigue design shall be that corresponding to the highest
of the AASHTO detail category fatigue resistance graphs representing a lower bound of
all ten experimentally acquired data.
If all but one datum falls above a selected AASHTO S-N curve, that one datum may
be discarded and replaced by three new data obtained through additional testing. The
additional testing shall be conducted using the same stress range as that of the discarded
datum. The three additional data shall be plotted along with the remaining nine data.
The applicable detail category shall be that corresponding to the highest of the AASHTO
detail category fatigue resistance graphs representing a lower bound of all twelve data,
except as limited in the previous table. For any detail, only one datum may be discarded
and subsequently replaced with three additional data for any set of ten original data.
The maximum fatigue resistance of any detail shall not exceed that associated with the
fatigue category prescribed in the table below.
Type of Detail Maximum Permitted Category
Welded Multiple Centerbeam-to-Support Bar Connections C
Weld Stirrup Attachments for Single Support Bar Systems B
Bolted Stirrup Attachments for Single Support Bar Systems D
Groove Welded Centerbeam Splices1 C
Miscellaneous Welded Connections2 C
Miscellaneous Bolted Connections D
1Groove welded full penetration splices may be increased to Category B if weld integrity is verified
using non-destructive testing (NDT).
2Miscellaneous connections include attachments for equidistant devices.
The fatigue resistance for stirrups welded to a centerbeam flange shall not be taken
greater than that defined using the fatigue details defined in Section 6.6 of the AASHTO
LRFD Bridge Design Specifications. The applicable fatigue detail for the centerbeam
flange and for the stirrup shall be either a “Longitudinally Loaded Groove-Welded
Attachment” or a “Longitudinally Loaded Fillet-Welded Attachment”, depending upon the
type of connection used.
2021 Standard Specifications M 41-10 Page 6-67
Concrete Structures 6-02
6-02.3(13)C21 Infinite Life Regime Testing
The applicable constant amplitude fatigue limit (CAFL) for fatigue design may be selected
as the highest CAFL of the AASHTO detail categories representing a lower bound to the
experimentally acquired data. The CAFL of the AASHTO detail categories are designated
in the table in Section 6-02.3(13)C19.
A unique CAFL (different from the CAFL categories delineated in Section 6.6 of the
AASHTO LRFD Bridge Design Specifications) may be established if all ten data are within
4 ksi of that unique CAFL.
6-02.3(13)C22 Data Reporting for Fatigue Tests
Fatigue test results and observations shall be reported in the typical S-N format
(logarithm (S) vs. logarithm (N)) with the log of the stress range plotted as the ordinate
(y-axis). Additionally, the data shall be reported in tabular format. The table shall contain
the following information:
1. Nominal stress range at the specific detail, Sr,eff.
2. Applied load range for each patch.
3. Number of cycles at initial observation of cracking (for reporting purposes only, not
included as S-N data).
4. Number of cycles at failure or termination of the test, N, and the reason for stopping
the test (failure or termination).
5. Type of crack as described in Section 6-02.3(13)C15. A detailed description of the
fatigue crack shall be provided if the observed crack does not resemble any of the
crack types described in Section 6-02.3(13)C15.
The following information shall also be reported:
1. Expansion joint system type and manufacturer.
2. Drawings depicting shape, size, and dimensions of the specimen.
3. Drawings depicting fixture details, including specimen orientation.
4. Section properties and dimensions of the centerbeam and support bar.
5. Centerbeam-to-support bar connection details:
a. Weld procedure specifications for welded expansion joint systems.
b. Bolt size, material specifications, location, and method of tightening for bolted
expansion joint systems.
Page 6-68 2021 Standard Specifications M 41-10
6-02 Concrete Structures
6-02.3(13)C23 Durability Testing of Elastomeric Support Bearings
This subsection provides guidelines for durability testing of the elastomeric
support bearings typically used in modular expansion joint systems as specified In
Sections 6-02.3(13)C24 and 6-02.3(13)C25. It is not applicable to compression springs,
equidistant springs, or other elastomeric components.
Tests shall be performed dynamically on individual bearings. Fatigue life is evaluated by
applying a displacement range to each specimen rather than a load or stress range.
Specimens shall comprise full scale bearing components representative of those installed
in field applications. PTFE sliding surfaces or materials typically bonded to the elastomeric
support bearings shall be fabricated as an integral part of the specimen.
Prior to testing, each specimen shall be visually inspected for any flaws or defects
that could plausibly affect fatigue resistance. Any flaws or details shall be defined and
recorded. Data obtained from specimens containing such anomalies shall not be excluded
from the data set. Observed anomalies shall also be reported with the test data.
Test fixtures shall have the capability to adequately support and secure the specimen
throughout the duration of the test. The fixture shall be designed and fabricated to such
tolerances as required to assure that additional stresses will not be generated in the
specimen as a consequence of fixture misalignment.
Loads shall be applied through hydraulic actuators or other similar loading devices. Fatigue
testing shall be performed using displacement control. Displacement and load ranges
shall be continuously monitored throughout the duration of the fatigue test to assure that
desired displacement range and minimum preload are maintained.
Load shall be applied to the specimen through flat steel plates that are smooth and free of
surface corrosion. These plates shall be sufficiently thick to assure even load distribution
to the specimen.
6-02.3(13)C24 Dynamic Stiffness Test
Testing shall be conducted on each specimen to be subjected to fatigue testing in order
to establish its dynamic stiffness for at least three different loading frequencies. The
maximum of these loading frequencies shall be equal to the service load frequency
corresponding to a vehicle traveling at 60 mph. The loading frequency, f, shall be
calculated as:
f ≡ 0.5 ∙ V / (g + b)
where
V ≡ vehicle speed (60 mph at service load)
g ≡ centerbeam gap (assume mid-range configuration)
b ≡ centerbeam width
2021 Standard Specifications M 41-10 Page 6-69
Concrete Structures 6-02
The load range applied during the dynamic stiffness test shall be that obtained from
structural analysis using fatigue wheel load and wheel load distribution factors as
specified in Sections 6-02.3(13)C24 and 6-02.3(13)C25.
Each dynamic stiffness test shall be performed three times. Data from individual tests
shall be compared to assure consistency of test results.
6-02.3(13)C25 Bearing Fatigue Test
A minimum of three fatigue tests shall be required to establish the durability of each type
of bearing.
The fatigue test shall be conducted using displacement control. The displacement (strain)
range shall be applied using a sine or other smooth waveform at any frequency less
than or equal to the service load frequency calculated in Section 6-02.3(13)C24. The
magnitude of the applied displacement amplitude, Δ, shall be calculated as:
Δ ≡ Rv / K
where
Rv ≡ vertical reaction force at the support bearing as obtained from structural analysis
K ≡ dynamic stiffness of the support bearing as determined in Section 6-02.3(13)C24
A minimum precompression strain shall be maintained in the specimen throughout the
duration of the test. This precompression strain shall be approximately equal to that
present in a support bearing in a field installation. The magnitude of the applied cyclic
strain shall be at least equal to the precompression strain.
The minimum and maximum dynamic load shall be recorded at the beginning of the test.
The minimum and maximum dynamic load shall be monitored and periodically recorded
throughout the duration of the test.
At the end of each applied displacement cycle, the displacement shall be held at the
precompression level for no less than one half of the period of loading in order to
facilitate heat dissipation. Artificial air flow devices (electrical fans) may be used to assist
heat dissipation. Excessive heat generation will adversely affect the tested fatigue life.
A specimen shall be accepted as having passed the fatigue test criteria after withstanding
2 million cycles of loading without failure.
The following criteria shall constitute failure:
1. The elastomeric material exhibits excessive deterioration or cracking.
2. The measured minimum dynamic load falls to 30% of the initial dynamic load
recorded at test initiation.
3. The measured dynamic load range decreases to half of the initial dynamic load range
recorded at test initiation.
Page 6-70 2021 Standard Specifications M 41-10
6-02 Concrete Structures
Data shall be reported in tabular format and shall contain the following information for
each specimen tested:
1. Minimum (precompression) strain, maximum strain, displacement, and load at test
initiation.
2. Type of loading impulse (sine wave, ramp, etc.).
3. Number of cycles at initial observation of distress leading to failure (for reporting
purposes only, not to be included in the data).
4. Number of cycles at failure.
5. A description of the mode of failure.
The following data shall also be reported for each specimen tested:
1. Bearing type and manufacturer.
2. Drawings depicting shape, size, and dimensions of the specimen including any PTFE
sliding surfaces or materials bonded to the specimen.
3. Drawings depicting fixture details, including specimen orientation.
6-02.3(13)C26 Fatigue Testing Laboratory
Fatigue testing shall be performed by an independent testing laboratory. Facilities
known to be capable of performing fatigue testing as specified are identified in
Section 6-02.3(13)C as supplemented in the Special Provisions.
6-02.3(13)C27 Fabrication
The expansion joint systems shall be fabricated consistent with the details, dimensions,
material specifications, and procedures delineated in the shop plans. All fabrication
procedures shall be in conformance with the Standard Specifications and the
Special Provisions.
All expansion joint systems shall be fabricated by the same manufacturer.
Metallic attachments used to secure elastomeric seals to the centerbeams, if welded to
the centerbeams and edge beams, shall be welded continuously along both their top and
bottom edges.
All PTFE shall be bonded under controlled conditions and in strict accordance with
written instructions provided by the PTFE manufacturer.
All PTFE surfaces shall be smooth and free of bubbles after completion of bonding
operations.
All stainless steel sliding surfaces in contact with PTFE shall be polished to a Number 8
mirror finish.
2021 Standard Specifications M 41-10 Page 6-71
Concrete Structures 6-02
Each stainless steel sheet shall be welded to the steel backing plate in accordance with
current AWS specifications. The stainless steel sheet shall be clamped to provide full
contact with the steel backing plate during welding. The welds shall not protrude above
the sliding surface of the stainless steel sheet.
All steel surfaces, except those surfaces beneath stainless steel sheet, those to be bonded
to PTFE, or those in direct contact with strip seals, shall be protected against corrosion by
one of the following methods:
1. Zinc metallized in accordance with Section 6-07.3(14).
2. Hot-dip galvanized in accordance with AASHTO M 111.
3. Painted in accordance with Section 6-07.3(9). The color of the final coat, when dry,
shall match the color chip SAE AMS Standard 595 Color No. 26357. The surfaces
embedded in concrete shall be painted only with a shop coat of inorganic zinc
silicate paint.
6-02.3(13)C28 Inspection
Each expansion joint system shall be subjected to and shall pass three levels of inspection
in order to be accepted. These three levels are Quality Control Inspection, Quality
Assurance Inspection, and Final Inspection. The manufacturer shall provide both Quality
Control Inspection and Quality Assurance Inspection. The Contractor shall provide access
to the Engineer for the Final Inspection.
Quality control inspection shall be provided by the manufacturer on a full time basis
during the fabrication process of all major components to assure that the materials
and workmanship meet or exceed the minimum requirements of the contract. Quality
control inspection shall be performed by an entity having a line of responsibility distinctly
different from that of the manufacturer’s fabrication department.
Quality assurance inspection shall be performed by an independent inspection agency
provided by the manufacturer. Quality assurance inspection is not required to be full time
inspection, but shall be performed during all phases of the manufacturing process.
Final inspection of each expansion joint system will be performed by the Engineer at the
job site immediately prior to installation. The Contractor shall provide an accessible work
area for this inspection. During final inspection, the Engineer will inspect each expansion
joint system for proper alignment, complete bond between expansion joint strip seals and
steel components, and proper steel stud placement.
There shall be no bends or kinks in the steel components, except as required to follow
bridge deck grades and as specifically detailed on the shop plans. Straightening of
unintended bends or kinks will not be permitted. Any expansion joint system exhibiting
bends or kinks, other than those shown on the shop plans, shall be removed from the job
site and replaced with a new expansion joint system at the expense of the Contractor.
Expansion joint strip seals not fully bonded to the steel shall be fully bonded at no
additional expense to the Contracting Agency.
Page 6-72 2021 Standard Specifications M 41-10
6-02 Concrete Structures
Studs will be visually inspected and will be struck lightly with a hammer. Any stud which
does not have a complete end weld or does not emit tintinnabulation when struck lightly
with a hammer shall be replaced. Any stud located more than one inch, in any direction,
from the location specified on the shop plans shall be carefully removed and a new stud
shall be welded in the proper location. All stud replacements shall be at no additional
expense to the Contracting Agency.
6-02.3(13)C29 Acceptance
Each expansion joint system shall pass all three levels of inspection specified in Section
6-02.3(13)C28 to qualify for acceptance. Any expansion joint system which fails any
one of the three levels of inspection shall be replaced or repaired at no expense to the
Contracting Agency and to the satisfaction of the Engineer. Any proposed remedial
procedures shall be submitted as Type 2E Working Drawings.
The Contractor shall ascertain that the manufacturer has met the fatigue resistance
characterization and prequalification requirements of Sections 6-02.3(13)C1 and
6-02.3(13)C2 applicable to the specific expansion joint system being installed. The
Contractor shall be responsible for any additional costs and/or time delays associated with
selection of an alternative expansion joint system incurred as a result of noncompliance
with these requirements, including the failure of the manufacturer to retest revised details
or material substitutions of a previously prequalified system.
6-02.3(13)C30 Shipping and Handling
The expansion joint system shall be delivered to the job site and stored in accordance
with the manufacturer’s shop plans.
Lifting mechanisms, temperature adjustment devices, and temporary anchorages shall not
be welded to the centerbeams or edge beams.
Damage to the expansion joint system during shipping or handling shall be just cause for
rejection of the expansion joint system.
Damage to the corrosion protection system shall be repaired to the satisfaction of the
Engineer.
6-02.3(13)C31 Pre-Installation Conference
A pre-installation conference shall be held 5 to 10-working days before the scheduled
installation of the modular expansion joint assembly. The purpose of the conference shall
be to discuss construction procedures, personnel, equipment to be used, methods to
address congestion surrounding the assembly due to bridge deck steel reinforcing bars,
expansion joint assembly supports and construction aids, and concrete placement and
consolidation operations, including specific placement and consolidation surrounding
the assembly support boxes. Those attending shall include, at a minimum, the
superintendent, foremen in charge of erecting the joint assembly and placing the concrete
encapsulating the assembly, and representatives from the modular expansion joint
assembly manufacturer.
2021 Standard Specifications M 41-10 Page 6-73
Concrete Structures 6-02
If the project includes more than one modular expansion joint assembly, and if the
Contractor’s key personnel change between installation operations, or at the request of
the Engineer, additional conferences shall be held before each modular expansion joint
assembly installation.
6-02.3(13)C32 Installation
A qualified installation technician shall be present at the job site to assure proper
installation of each expansion joint system. This technician shall be a full time employee
of the manufacturer of the specific expansion joint system being installed. The Contractor
shall comply with all recommendations made by the expansion joint manufacturer’s
installation technician. Each expansion joint system manufacturer’s installation technician
shall certify to the Engineer that the manufacturer recommended installation procedures
were followed. All certifications to the Engineer shall be in writing and shall be signed and
dated by the manufacturer’s installation technician.
Each expansion joint system shall be installed in strict accordance with the manufacturer’s
shop plans under Section 6-02.3(13)C2 and the recommendations of the manufacturer’s
installation technician. All centerbeam welded field splices shall be performed by a
certified welder under the direct supervision of the manufacturer’s qualified installation
technician as specified above. The weld procedure shall have been submitted by the
manufacturer and accepted in accordance with Section 6-02.3(13)C2. The welder shall
have been trained and certified for performing those specific welds in accordance with
the current AASHTO/AWS D1.5 Bridge Welding Code.
Each permanently installed expansion joint system shall match exactly the finished bridge
deck profile and grades.
The Contractor shall exercise care at all times to protect each expansion joint system from
damage. The Contractor shall protect concrete blockouts and supporting systems from
damage and construction traffic prior to installation of the expansion joint systems. After
installation, construction loads shall not be allowed on the expansion joint systems. The
Contractor shall submit a Type 2 Working Drawing consisting of a proposed method of
bridging over each expansion joint system to accommodate any construction traffic.
Each expansion joint system shall be set to a gap width corresponding to the ambient
temperature at the time of setting. This information is specified in the Plans and shall
also be specified on the shop plans. Any mechanical devices supplied by the joint system
manufacturer, for the purpose of setting the expansion joint system to the proper gap
width, will remain the property of the manufacturer. When no longer required, the devices
shall be returned to the manufacturer.
All forms and debris that may impede movement of the expansion joint systems shall be
removed.
Page 6-74 2021 Standard Specifications M 41-10
6-02 Concrete Structures
Each expansion joint system shall be tested for watertightness after installation. The
Contractor shall flood each completely installed expansion joint system with water to a
minimum depth of three inches for a duration of at least one hour. If leakage is observed,
the expansion joint system shall be repaired to the satisfaction of the Engineer at the
Contractor’s expense. The repair procedure shall be prepared by the expansion joint
system manufacturer and shall be submitted as a Type 2 Working Drawing. After repairs
are completed, the expansion joint shall be retested for leakage.
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.
Subsections A and B (below) describe two classes of surface finishing.
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.
2021 Standard Specifications M 41-10 Page 6-75
Concrete Structures 6-02
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
The Contractor shall submit a Type 1 Working Drawing consisting of the pigmented sealer
manufacturer’s written instructions covering, at a minimum, the following:
1. Surface preparation.
2. Application methods.
3. Requirements for concrete curing prior to sealer application.
4. Temperature, humidity and precipitation limitations for application.
5. Rate of application and number of coats to apply.
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). The Contractor shall not apply pigmented sealer from a batch
greater than 12 months past the initial date of color sample acceptance 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 final appearance shall be even and uniform without blotchiness, streaking or uneven
color. Surface finishes deemed unacceptable by the Engineer shall be re-coated in
accordance with the manufacturer’s recommendations at no additional expense to the
Contracting Agency.
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 1 foot
below the finish ground line, unless otherwise shown in the Plans.
Pigmented Sealer Materials shall be a product listed in the current WSDOT Qualified
Products List (QPL). If the pigmented sealer material is not listed in the current WSDOT
QPL, a sample shall be submitted to the State Materials Laboratory in Tumwater for
evaluation and acceptance in accordance with Section 9-08.3.
Page 6-76 2021 Standard Specifications M 41-10
6-02 Concrete Structures
6-02.3(14)D Concrete Surface Finishes Produced by Form Liners
The concrete finishes listed in the table below shall be accomplished by the use of
either a form liner selected from the products listed in the WSDOT Qualified Products
List (QPL), or a form liner accepted by the the State Bridge and Structures Architect
and the Engineer. For acceptance of form liners not listed in the current WSDOT QPL,
the Contractor shall submit Type 3 Working Drawings consisting of catalog cuts, other
descriptive supporting information and a 2-foot square physical sample of the form liner.
Concrete Finish
Horizontal joints in elastomeric form liners are permitted
on surfaces greater than 8 feet in height1 provided that the
minimum form liner panel dimensions are:
Height (ft)Width (ft)
Fractured Basalt Finish 8 2
Fractured Fin Finish 8 8
Fractured Granite Finish 8 8
Variable Depth Random
Board Finish 8 8
3/4 Inch Random Board Finish 8 8
Ribbed Finish 8 8
Striated Finish 8 8
Ashlar Stone Finish 8 8
Block Finish 8 8
Split Face Finish 8 6
River Rock Finish 4 8
Cascadian Stone Finish 4 8
14 feet in height for River Rock Finish and Cascadian Stone Finish
Variable Depth Random Board Finish shall utilize an elastomeric form liner.
3/4 Inch Random Board Finish shall utilize either an elastomeric or a plastic form liner.
When specified in Contract documents to use wooden form liners, the concrete surface
finish shall be achieved with reusable wooden form liners meeting the requirements of
this section and Section 6-02.3(14)D1.
For Cascadian Stone Finish, no partial rocks will be allowed in the finished pattern.
Horizontal and vertical joints shall be adjusted as needed.
Form liners shall be placed with the pillars, fins, board lines and faux mortar/other joints
normal to grade for barrier applications and vertical for all other applications.
Horizontal and vertical joints in ABS, plastic, or elastomeric form liners shall be spliced in
accordance with the manufacturer’s printed instructions. The Contractor shall submit a
Type 1 Working Drawing consisting of the manufacturer’s joint splice instructions.
2021 Standard Specifications M 41-10 Page 6-77
Concrete Structures 6-02
Horizontal joints in elastomeric form liners are permitted in accordance with the
requirements in the table above. Horizontal splicing of ABS and plastic form liners to
achieve the required height is not permitted and there shall be no horizontal joints.
Once the forms are removed, the Contractor shall treat the joint areas by patching or
light sandblasting as required by the Engineer to ensure that the joints are not visible.
The concrete formed with ABS and plastic form liners shall be given a light sandblast to
remove the glossy finish.
Form liners shall be cleaned, reconditioned, and repaired before each use. Form liners
with repairs, patches, or defects which, in the opinion of the Engineer, would result in
adverse effects to the concrete finish shall not be used.
Care shall be taken to ensure uniformity of color throughout the textured surface.
A change in form release agent will not be allowed.
All surfaces formed by the form liner shall also receive a Class 2 surface finish. Form ties
shall be a type that leaves a clean hole when removed. All spalls and form tie holes shall
be filled as specified for a Class 2 surface finish.
6-02.3(14)D1 3/4 Inch Random Board Finish Using Wooden Form Liners
The reusable wooden form liners shall conform to Section 6-02.3(17)J and the texture
pattern shown in the Plans. The texture pattern shall be accomplished with 3/4 inch thick
battens in varying widths applied to the surface of the forms. The edge of all battens shall
be sloped 15 degrees to facilitate form removal.
The Contractor shall submit a Type 3 Working Drawing consisting of a concrete panel
test section, with the 3/4 inch random board texture to be used and based on the pattern
shown in the Plans. The test section shall be constructed using the forms and materials
intended to construct the permanent structures. The test section shall be composed
of two ten foot by ten foot form sections which shall be assembled to make a ten foot
by 20 foot concrete surface section, and shall include the wall top treatment, and one
horizontal joint treatment.
All cracks, holes, slits, gaps, and apertures in forms shall be plugged and caulked with
molding plaster to remain completely watertight and withstand the pressures of concrete
placement. Joints between the form units shall be sealed with silicone or latex caulking
compound. Butt joints may be sealed with non-absorptive sponge tape. Construction
joints and expansion joints shall be incorporated into the pattern of the face treatment.
Forms and form ties shall be designed to permit removal without damaging the finish.
Prying against the face of the concrete will not be allowed.
Storage of formwork and form materials shall be in a manner to prevent damage or
distortion. Any damage to formwork during placing, removal, or storage shall be repaired
by the Contractor at no additional expense to the Contracting Agency.
Page 6-78 2021 Standard Specifications M 41-10
6-02 Concrete Structures
6-02.3(14)E Exposed Aggregate Finish
6-02.3(14)E1 Submittals
The Contractor shall submit Type 2 Working Drawings consisting of the following items:
1. Written description of the equipment to be used and procedure to be followed in
producing the exposed aggregate finish.
2. A copy of the manufacturer’s written instructions for applying the retardant coating
and the clear sealer.
3. Type of nozzle, nozzle pressure, type and gradation of abrasive, blasting techniques,
safety procedures, and containment methods and procedures used with all abrasive
blasting and water blasting operations.
4. The method and materials used to collect, contain, and dispose of the concrete
surface mortar removed from the finish surface, and the chemical agent residue and
abrasives used to remove the concrete surface mortar.
5. For formed applications, a sample panel, equal either to the size of one concrete
barrier panel minimum for barrier applications, or a four-foot by eight-foot panel for
non-barrier applications, cast in a vertical position on the site and constructed in
accordance with the procedure outlined in the Type 2 Working Drawing submittal.
6-02.3(14)E2 Producing Exposed Aggregate Finish
The Contractor shall produce all exposed aggregate concrete in accordance with
procedure and equipment outlined in the Type 2 Working Drawing submittal. The
exposed aggregate shall achieve the same final effect as demonstrated on the sample
panel accepted by the Engineer.
Formwork shall be cleaned, reconditioned, and repaired before each use. Formwork with
repairs, patches or defects which, in the opinion of the Engineer, would result in adverse
effects to the concrete finish shall not be used.
Forms and form joints shall remain completely watertight. Butt joints and joints between
form units used on surfaces which are to receive an exposed aggregate finish shall be
tongue and grooved, or splined and shall be sealed with a caulking compound.
As an alternative to using tongue and grooved or splined joints, a closed cell
polyvinylchloride foam sealer of 3/16 inch thickness with pressure-sensitive adhesive
on one or both sides may be used to seal the butt joints between form units. The foam
sealer shall be recessed by an amount such that when the form units are compressed to
their final position, the foam sealer will be flush with the face of the form units. Adjacent
formwork panels, if used, shall be in line and no offset shall occur between panels.
Forms for the exposed aggregate surface for members not yet supporting loads, including
the members own load, may be removed as required to effect the exposed aggregate
surface, provided the concrete has a minimum age of twelve hours and is of sufficient
2021 Standard Specifications M 41-10 Page 6-79
Concrete Structures 6-02
strength and hardness so as not to be damaged by the form removal operations and
provided that curing and protection operations are maintained.
Removal of forms on the remaining concrete surfaces shall be in accordance with
Section 6-02.3(17)N.
After the forms are stripped, the surface mortar shall be removed from the areas specified
to receive the exposed aggregate finish.
The exposed aggregate finish shall be obtained by either one or a combination of the two
methods described in Sections 6-02.3(14)E3 and 6-02.3(14)E4 as necessary to provide
the specified exposed aggregate finish.
6-02.3(14)E3 Retardant Coating Method
A retardant coating conforming to Section 9-08.3(2)A shall be applied to the formwork
where concrete surfaces with exposed aggregate finish are shown in the Plans.
For cast-in-place concrete the retardant shall have an effective life of not less than the
length of time required for the Class EA concrete to be in place prior to the removal of
forms plus 12 hours.
For slip-formed concrete barrier and horizontal to near-horizontal applications, the
retardant shall have an effective life of not less than 24 hours. The Contractor shall
remove the surface mortar two to three hours after applying the retardant coating.
Retardant shall be applied in accordance with the manufacturer’s instructions to remove
the surface mortar.
The sealer and form release agent used on the form shall be compatible with the
retardant and shall not react with the retardant to produce an undesirable effect on the
exposed aggregate finish. The sealer and form release agent to be used on the form shall
be as recommended by the manufacturer of the retardant.
Surface mortar shall be removed using one of the following methods:
1. Light abrasive blasting
2. Washing with water under pressure, avoiding excessive pressure which loosens
individual aggregate particles.
3. A combination of both methods.
6-02.3(14)E4 Abrasive Blasting Method
As soon as forms are stripped, the exposed aggregate areas shall be abrasive blasted
to remove the surface mortar. For slip-formed concrete barrier and horizontal to near-
horizontal applications, this shall be done once the concrete has attained a minimum age
of 12 hours and is of sufficient strength and hardness to prevent damage.
Page 6-80 2021 Standard Specifications M 41-10
6-02 Concrete Structures
Adjacent materials and finishes shall be protected from dust, dirt and other damage
during abrasive blasting operations. Corners and edge of patterns shall be carefully
blasted using back-up boards to maintain a uniform corner or edge line.
The abrasive blast finishing shall be done in as continuous an operation as possible,
utilizing the same work crew to maintain continuity of finish on each surface or area
of work.
The type and gradation of abrasive grit used, the type of nozzle, nozzle pressure, and
blasting techniques shall be as specified in the Type 2 Working Drawing submittal, and as
required to expose the aggregate.
The Contractor shall be responsible for safety of the workers and shall equip each with
air-fed helmets. The Contractor shall provide suitable enclosures for the collection of grit
and dust from the abrasive blasting operation.
After receiving the Engineer’s acceptance of the exposed aggregate finish, a 10 percent
muriatic acid wash shall be applied to the exposed aggregate surfaces. Surfaces shall be
flushed thoroughly with water following a 5 to 10 minute interaction period between the
acid solution and the surface.
All stains and streaks on the exposed aggregate surface shall be removed before applying
the clear sealer.
6-02.3(14)E5 Applying Clear Sealer
Two seal coatings of clear sealer conforming to Section 9-08.3(2)B shall be
applied to the exposed aggregate surfaces in accordance with the manufacturer’s
recommended procedure.
6-02.3(14)E6 Containment
When producing exposed aggregate finish on concrete surfaces over water, the
Contractor shall exercise care and use suitable means to collect and dispose of abrasives
and chemical agents, and the resulting concrete surface mortar debris used in or resulting
from the finishing of the exposed aggregate surfaces to prevent their entry into the
environment surrounding the Structure.
6-02.3(14)F Permeon Treatment
The Contractor shall apply permeon treatment to all concrete surfaces specified in the
Plans to receive permeon treatment. The Contractor shall use SAE AMS Standard 595
Color Number 30219 as the target color. The target color is intended as a reference for
hue, and is not intended as a reference for opacity or luster. The Contractor is advised
that this target color is based on the concentration formula and application rate identified
in the QPL for each product. The concentration formula and application rate for products
not listed in the QPL will be determined by the Engineer.
2021 Standard Specifications M 41-10 Page 6-81
Concrete Structures 6-02
The permeon treatment shall be applied only by personnel approved by the manufacturer
to apply the product. The Contractor shall furnish certificates of approval from the
manufacturer, for the personnel scheduled to perform the work, to the Engineer prior to
beginning the treatment operation.
The concrete shall be cured for the time period recommended by the manufacturer prior
to receiving the permeon treatment coating.
The Contractor shall clean and prepare the concrete surfaces in accordance with the
recommendations of the manufacturer for the use of the treatment product.
The Contractor shall apply the permeon treatment to the surfaces specified, in
accordance with the recommendations of the manufacturer for the use of the
treatment product.
The Contractor shall prevent permeon treatment from reaching surfaces not specified to
receive the permeon treatment.
The Contractor shall prevent pigmented sealer from reaching surfaces that have received
permeon treatment. Should pigmented sealer reach surfaces that have received permeon
treatment, the pigmented sealer shall be removed and the permeon treatment repaired in
accordance with Section 1-07.13.
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 an existing Structure is widened or
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 as Type 2E Working
Drawings. A submittal is not required for footing or retaining wall formwork if the
concrete placement is 4 feet or less in 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;
2. Allowable stresses and deflections which are no greater than those described in
Section 6-02.3(17)B;
3. Special loads and requirements no less severe than those described in
Section 6-02.3(17)C;
4. Conditions required by other Sections of 6-02.3(17).
Page 6-82 2021 Standard Specifications M 41-10
6-02 Concrete Structures
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; identification of falsework devices and safe working loads as well as identification
of any bolts or threaded rods used with the devices including their diameter, length, type,
grade, and required torque. The falsework plans shall show 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. All assumptions, dimensions,
material properties, and other data used in making the structural analysis shall be noted
on the drawing.
The Contractor shall furnish associated design calculations to the Engineer as part of the
submittal. The design calculations shall include the structural and geotechnical design of
the foundation and shall show the stresses and deflections in all load-carrying members
that are part of the falsework system. 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 accepted in cases 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.
6-02.3(16)A Vacant
6-02.3(16)B Pre-Contract Review of Falsework and Formwork Plans
The Contractor may request pre-contract review of formwork plans for abutments,
wingwalls, diaphragms, retaining walls, columns, girders and beams, box culverts, railings,
and bulkheads. Plans for falsework supporting the bridge deck for interior spans between
precast prestressed concrete girders may also be submitted for pre-contract review.
To obtain pre-contract review, the Contractor shall electronically submit drawings and
design calculations in PDF format directly to: BridgeConstructionSupport@wsdot.wa.gov
The Bridge and Structures Office, Construction Support Engineer will return the falsework
or formwork plan to the Contractor with review notes, an effective date of review, and
any revisions needed prior to use.
For each contract on which the pre-reviewed falsework or formwork plans will be used,
the Contractor shall submit a copy to the Engineer. Construction shall not begin until the
Engineer has given concurrence.
If the falsework or formwork being constructed has any deviations to the preapproved
falsework or formwork plan, the Contractor shall submit plan revisions for review and
approval in accordance with Section 6-02.3(16).
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/
2021 Standard Specifications M 41-10 Page 6-83
Concrete Structures 6-02
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 formwork plan Working Drawing. 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 bridge deck and the diaphragm forms may be supported from the
existing Structure or previous stage, if accepted by the Engineer. For steel plate girder
bridge widenings or stage construction, only the bridge deck forms may be supported
from the existing Structure or previous stage, if accepted by the Engineer. See Section
6-02.3(17)E for additional conditions.
On bridge decks, 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 bridge deck 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:
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
Page 6-84 2021 Standard Specifications M 41-10
6-02 Concrete Structures
not exceed four 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 a minimum uniform load of not less than 25 psf, applied over
the entire falsework plan area, plus the greater of:
1. Actual weights of the deck finishing equipment applied at the rails, or;
2. A minimum load of 75 pounds per linear foot applied at the edge of the bridge deck.
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 3 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
Height Zone
(Feet Above Ground)
Wind Pressure Value
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
2021 Standard Specifications M 41-10 Page 6-85
Concrete Structures 6-02
where diagonal bracing is not used. Wind pressure values shall be determined from the
following table:
Wind Pressure on All Other Types of Falsework
Height Zone
(Feet Above Ground)
Wind Pressure Value
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:
6-02.3(17)B1 Deflection
Deflection resulting from dead load and concrete pressure for exposed visible surfaces
shall not exceed 1/360 of the span.
Page 6-86 2021 Standard Specifications M 41-10
6-02 Concrete Structures
Deflection resulting from dead load and concrete pressure for unexposed non-visible
surfaces, including the bottom of the deck slab between girders shall not exceed 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.
Where successive placements of concrete are to act compositely in the completed
Structure, deflection control becomes extremely critical. Maximum deflection of
supporting members shall not exceed 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.
6-02.3(17)B2 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, latest 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.
2021 Standard Specifications M 41-10 Page 6-87
Concrete Structures 6-02
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 in accordance with Section 6-02.3(17)J.
6-02.3(17)B3 Steel
For identified grades of steel, design stresses shall not exceed those specified in the
Steel Construction Manual, latest 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
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.
Page 6-88 2021 Standard Specifications M 41-10
6-02 Concrete Structures
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 Sections
1-07.23 and 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.
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.
2021 Standard Specifications M 41-10 Page 6-89
Concrete Structures 6-02
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 allowed 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 Working Drawings. 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.
Page 6-90 2021 Standard Specifications M 41-10
6-02 Concrete Structures
6-02.3(17)D Falsework Support Systems: Foundations, Manufactured Shoring
Towers, Caps, and Posts
Foundations for falsework shall be designed for conditions stated in this section using
methods shown in the AASHTO Standard Specifications for Highway Bridges Seventeenth
Edition – 2002 for allowable stress design, the AASHTO LRFD Bridge Design Specifications
for load and resistance factor design or the AASHTO Guide Design Specifications for Bridge
Temporary Works. Allowable stresses for materials shall not exceed stresses and conditions
allowed by Section 6-02.3(17)B.
6-02.3(17)D1 Vacant
6-02.3(17)D2 Vacant
6-02.3(17)D3 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 the falsework Working Drawings 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 accepted 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.
2021 Standard Specifications M 41-10 Page 6-91
Concrete Structures 6-02
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 one set
of wedges (with one optional block) shall be used at one location. Screw jacks (or other
allowed 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 in accordance with Section 6-02.3(17)G.
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.
6-02.3(17)D4 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.
Page 6-92 2021 Standard Specifications M 41-10
6-02 Concrete Structures
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.
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 shall be submitted as a Type 2 Working Drawing
consisting of a written statement on the manufacturer’s letterhead, signed by the shoring
or device manufacturer (not signed by a material supplier or the Contractor) addressing
the following:
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; and
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 in accordance with 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.
2021 Standard Specifications M 41-10 Page 6-93
Concrete Structures 6-02
For manufactured shoring towers that allow ganging of frames, the number of ganged
frames shall be limited to one frame per opposing side of a tower, and the total number
of legs per ganged tower shall not exceed eight legs. Ganged frames shall be installed
in accordance with 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 in accordance with
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.
6-02.3(17)E Stringers, Beams, Joists, Bridge Deck Support, and Deck
Overhangs
All stringers, beams, joists, and bridge deck 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 placement of bridge
deck concrete is no more than 3/16 inch between the outside edge of the bridge deck 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
Page 6-94 2021 Standard Specifications M 41-10
6-02 Concrete Structures
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:
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. Camber strips are required when 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 bridge deck 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 bridge deck 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 in accordance
with 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 bridge 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 bridge
deck concrete, bridge deck formwork mass, finishing machine, and other live loads.
Stem reinforcing steel shall not be stressed by the construction of the bridge deck slab
placement. Overhang brackets shall not be used for the support of bridge deck 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.
2021 Standard Specifications M 41-10 Page 6-95
Concrete Structures 6-02
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 in
accordance with 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
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.
Page 6-96 2021 Standard Specifications M 41-10
6-02 Concrete Structures
6-02.3(17)F1 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 as a Type 2 Working Drawing:
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.
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.
2021 Standard Specifications M 41-10 Page 6-97
Concrete Structures 6-02
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 6-98 2021 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
⅞1.29 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
2021 Standard Specifications M 41-10 Page 6-99
Concrete Structures 6-02
6-02.3(17)F2 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 six 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:
Number of Clips and Spacing for Safe Application
Improved Plow Steel
Rope Diameter inches
Number of Clips Minimum
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
6-02.3(17)F3 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
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.
Page 6-100 2021 Standard Specifications M 41-10
6-02 Concrete Structures
6-02.3(17)F4 Temporary Bracing for Bridge Girders During Erection
Steel girders shall be braced in accordance with Section 6-03.3(7)A.
Prestressed concrete girders shall be braced sequentially during girder erection. The
bracing shall be designed and detailed by the Contractor and shall be shown in the
falsework/formwork Working Drawings. The Contractor shall furnish, install, and remove
the bracing at no additional cost to the Contracting Agency.
At a minimum, the Contractor shall brace girders at each end and at midspan to prevent
lateral movement or rotation. This bracing shall be placed prior to the release of each
girder from the erection equipment. If the bridge is constructed with cast-in-place
concrete diaphragms, the bracing may be removed once the concrete in the diaphragms
has been placed and cured for a minimum of 24 hours.
6-02.3(17)F5 Temporary Bracing for Bridge Girders During Diaphragm
and Bridge Deck Concrete Placement
Girders shall be braced to resist all temporary and construction loads, including those
caused by the placing of precast concrete deck panels and concrete for the bridge deck.
At a minimum, the Contractor shall brace concrete girders to prevent relative lateral
movement and rotation at a spacing not to exceed 60 feet. The Contractor may consider
the bracing effects of the diaphragms. The Contractor shall account for the added load
from concrete finishing machines and other construction loadings in the design of
the bracing.
Bracing shall be designed and detailed by the Contractor and shall be shown in the girder
erection plan.
Falsework support brackets and braces shall not be welded to structural steel bridge
members or to steel reinforcing bars.
These braces shall be furnished, installed, and removed by the Contractor at no additional
expense 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 accepted 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.
2021 Standard Specifications M 41-10 Page 6-101
Concrete Structures 6-02
At least 14 days prior to the test, the Contractor shall submit a Type 2 Working Drawing
consisting of the test procedure and scale drawing 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 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 Type 2 Working Drawings consisting of the
certified test reports.
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 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.
Page 6-102 2021 Standard Specifications M 41-10
6-02 Concrete Structures
Taper ties may be used provided the following conditions are met:
1. The structure is not designed to resist water pressure (pontoons, floating dolphins,
detention vaults, etc.).
2. After the taper tie is removed, plugs designed and intended for plugging taper
tie holes shall be installed at each face of concrete. The plug shall be installed a
minimum of 1½ inches clear from the face of concrete.
3. After the plug is installed, the hole shall be cleaned of all grease, contamination and
foreign matter.
4. Holes on the exposed faces of concrete shall be patched and finished to match the
surrounding concrete.
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 Working Drawings with supporting calculations in accordance
with 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.
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.
2021 Standard Specifications M 41-10 Page 6-103
Concrete Structures 6-02
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 in accordance with 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.
6-02.3(17)I1 Bolted Connections
Tabulated values in the AITC Timber Construction Manual, Current 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 three-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 two-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.
Page 6-104 2021 Standard Specifications M 41-10
6-02 Concrete Structures
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.
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 seven times the bolt diameter;
2. In compression, minimum end distance shall be four times the bolt diameter; and
3. In tension or compression, the minimum edge distance shall be one and one-half
times the bolt diameter.
For perpendicular-to-grain loading, the minimum distance for full design load:
1. Minimum end distance shall be four times the bolt diameter;
2. Edge distance toward which the load is acting shall be at least four times the bolt
diameter; and
3. Distance on the opposite edge shall be at least 1½-bolt diameters.
Minimum clearance (spacing) between adjacent bolts in a row shall be four times the bolt
diameter, measured center-to-center of the bolt holes.
When more than two 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.
6-02.3(17)I2 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
2021 Standard Specifications M 41-10 Page 6-105
Concrete Structures 6-02
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;
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.
6-02.3(17)I3 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.
Page 6-106 2021 Standard Specifications M 41-10
6-02 Concrete Structures
The criteria shown in the AITC Timber Construction Manual, Current 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 two 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.
6-02.3(17)I4 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 one 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
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.
2021 Standard Specifications M 41-10 Page 6-107
Concrete Structures 6-02
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.
6-02.3(17)I5 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
Page 6-108 2021 Standard Specifications M 41-10
6-02 Concrete Structures
plywood. If the Engineer accepts 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.
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 acceptance
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 one 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 one face is less than B quality, the B (or
better) face shall contact the concrete.
3. Unexposed Surfaces (such as the underside of the bridge deck 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 accepts. 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 Working Drawings. Proposals to deviate from
the perpendicular orientation shall be accompanied by supporting calculations of the
stresses and deflections.
2021 Standard Specifications M 41-10 Page 6-109
Concrete Structures 6-02
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 allowed 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 allow 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.
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 allows use in writing. The Engineer may withdraw allowing use of 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 square foot 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
Page 6-110 2021 Standard Specifications M 41-10
6-02 Concrete Structures
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.
The Engineer may reject any forms that will not produce a satisfactory surface.
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.
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’s bridge deck
form system shall be designed to prevent rotation of the steel girder. This can be achieved
by temporary struts and ties or other methods the Contractor shows to be effective.
Partial depth cantilever formwork support brackets that do not conform to the above
requirements shall not be used unless the Contractor submits Type 2E Working Drawings
consisting of details showing the additional formwork struts and ties used to brace the
steel girder against web distortion caused by the partial depth bracket.
If the Engineer permits bolt holes in the web to support form brackets, the holes shall be
shop drilled unless otherwise allowed by the Engineer. The Contractor shall fill the holes
with fully torqued ASTM F3125 Grade A325 bolts in accordance with 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.
2021 Standard Specifications M 41-10 Page 6-111
Concrete Structures 6-02
6-02.3(17)L Finishing Machine Support System
Before using any finishing machine, the Contractor shall submit a Type 2 Working
Drawing consisting 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 two 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), 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.
6-02.3(17)N Removal of Falsework and Forms
If the Engineer does not specify otherwise, the Contractor may request to remove forms
based on the criteria in the table below. Both compressive strength and minimum time
criteria shall be met if both are listed in the applicable row. The minimum time shall be
from the time of the last concrete placement in the forms. In no case shall the Contractor
remove forms or falsework without the Engineer’s concurrence.
Page 6-112 2021 Standard Specifications M 41-10
6-02 Concrete Structures
Concrete Placed In
Percent of
Specified
Minimum
Compressive
Strength1
Minimum
Compressive
Strength1
Minimum
Time
Side forms not supporting the concrete weight,
including columns, walls, crossbeams, nonsloping box
girder webs, abutments, and traffic and pedestrian
barriers.
3 days
or
1,400 psi 18 hours
Side forms of footings, pile caps, and shaft caps.2 18 hours
Crossbeams, sloping box girder webs, struts, inclined
columns, inclined walls, and other forms that support
the concrete weight.
80 5 days
Bridge decks supported on stringers, beam, or girders.3 80 10 days
Box girders, T-beam girders, and flat-slab
Superstructure.3 80 14 days
Arches3 80 21 days
1Strength shall be proved by test cylinders made from the last concrete placed into the form. The cylinders
shall be cured according to FOP for AASHTO T 23.
2Curing compound shall be immediately applied to the sides when forms are removed.
3Where continuous spans or segments 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.
Curing shall comply with the requirements of Section 6-02.3(11). The concrete surface
shall not become dry during form removal if removed during the cure period.
Before placing forms for traffic and pedestrian barriers, the Contractor shall completely
release all falsework under spans.
The Engineer may allow 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.
All cells of a box girder Structure which have permanent access shall have all forms
completely removed, including the bridge deck forms. All debris and all projections into
the cells shall be removed. Unless otherwise shown in the Plans, the bridge deck 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
bridge 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.
2021 Standard Specifications M 41-10 Page 6-113
Concrete Structures 6-02
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 Type 2 Working Drawing consisting of the falsework and formwork removal plan
and calculations. 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 as allowed 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 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 the field in accordance with FOP for AASHTO T 23 Section
10.2 Field Curing.
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 allowed by the Engineer.
The Contractor shall submit a Type 2 Working Drawing consisting of all test results, proof
of equipment calibration, and tester’s certification. The Contractor shall not remove forms
without the concurrence 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.
Page 6-114 2021 Standard Specifications M 41-10
6-02 Concrete Structures
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 accepted antifreeze solution (non-evaporating).
6-02.3(19) Bridge Bearings
Bridge bearings include the following:
1. Elastomeric bearing pads conforming to Section 9-31.8(1).
2. Fabricated bearing assemblies including, at a minimum, the following:
a. High-Load Multi-Rotational (HLMR) bridge bearing assemblies, including the
following:
i. Disc bearings, functioning as guided unidirectional or fixed or multi-
directional bearings, and consisting of an upper and a lower unit.
ii. Spherical bearings, functioning as guided or fixed or multi-directional
bearings, and consisting of an upper, a middle, and a lower unit.
b. Fabric pad bearings and transverse stop bearings, functioning as guided
bearings and consisting of an upper and a lower unit.
c. Pin bearings, functioning as guided or fixed bearings, and consisting of an
upper, a middle, and a lower unit.
The entire bearing assembly shall be supplied by a single bearing manufacturer.
6-02.3(19)A Design Requirements for HLMR Bearing Assemblies
The Contractor shall design HLMR bearing assemblies based on the AASHTO LRFD
Bridge Design Specifications and the following:
1. The bearing assembly design requirements for loads, movements, and rotations shall
be as shown In the Plans.
2. The bearing assembly shall be removable and replaceable by raising the bridge
superstructure 1/4-inch maximum. The bearing shall be held in place by recessing the
upper and lower keeper plates and by providing recessed bolted keeper bars on the
side of bearing removal.
2021 Standard Specifications M 41-10 Page 6-115
Concrete Structures 6-02
3. The area of the polyether urethane disc for disc bearings shall be designed for an
unfactored stress of 5,000 psi ± 5 percent at full dead load and live load.
4. The mechanical interlock of the solid or woven PTFE sheets to the steel substrates
shall be sufficient to develop a horizontal force equal to 10-percent of the maximum
unfactored vertical load for spherical bearings with an external restrainer, and
25-percent of the maximum unfactored vertical load for spherical bearings without
an external restrainer.
5. The area of the PTFE surface shall be designed so that the contact pressure does not
exceed the maximum contact pressure specified in the AASHTO LRFD Bridge Design
Specifications. The contact stress shall be determined at the strength limit state as
specified In the AASHTO LRFD Bridge Design Specifications.
6. The minimum coefficient of friction on PTFE surfaces used for design shall be those
corresponding to 68°F in the AASHTO LRFD Bridge Design Specifications.
7. The anchorage of the sole plates, masonry plates, and guide bars to the supporting
structural element shall be designed for the maximum horizontal design force per
bearing shown in the Plans, or 20-percent of the maximum unfactored vertical
design force per bearing, whichever is greater.
8. The sole and masonry plates shall have leveling capabilities.
9. The guide bars shall maintain all guided components within the guides at all points of
translation and rotation of the bearing.
6-02.3(19)B Submittals
6-02.3(19)B1 HLMR Bearing Design Calculations Submittal
The Contractor shall submit Type 2E Working Drawings consisting of design calculations
for all HLMR bearing components, including the polyether urethane disc, shear pin, base
plates, bearing plates, sole plates, masonry plates, guide bars, keeper plates and bars, and
anchor bolts. The submittal shall include, at a minimum, the following:
1. Bending stresses in the plates due to bearing pressure at maximum design load and
eccentricity.
2. Concrete bearing pressure under the plates at maximum bearing pressure and
eccentricity.
3. Bearing clearances at maximum load and rotation. The calculated clearances shall
include the effects of anticipated Initial set and modified center of rotation.
4. Shear stress in the disc bearing shear pin at maximum horizontal load.
5. Design of all connections and mating surfaces.
6. Compressive stress on all sliding surfaces at maximum and minimum design loads,
including rotation.
Page 6-116 2021 Standard Specifications M 41-10
6-02 Concrete Structures
6-02.3(19)B2 HLMR Bearing Manufacturer Experience Submittal
The Contractor shall submit a Type 1 Working Drawing consisting of the name of the
HLMR bearing manufacturer with a certification of HLMR bearing manufacturing
experience. The certification of experience shall include a list of at least five HLMR
bearing Installations performed by the bearing manufacturer on previous projects. The list
shall include the following Information at a minimum for each installation:
1. Project Name and Location (Bridge name and highway number).
2. Date of installation.
3. Governmental Agency/Owner.
4. Name, address and phone number of the Governmental Agency’s/Owner’s
representative.
6-02.3(19)B3 Fabrication Shop Drawing Submittal
The Contractor shall submit Type 2 Working Drawings consisting of bearing fabrication
shop drawings, including, at a minimum, the following:
1. Bearing schedule identifying location and bearing type as described in
Section 6-02.3(19).
2. Minimum and maximum horizontal and vertical service loads for HLMR bearings.
3. Magnitude and direction of movements for HLMR bearings at all bearing
support points.
4. Minimum and maximum rotation capacity for HLMR bearings.
5. Construction rotation requirements for HLMR bearings.
6. Plan and elevation of the assembled bearing and each of the components showing
dimensions and tolerances.
7. Complete details of all components and sections showing all materials incorporated
into the bearing.
8. All AASHTO, ASTM and other material designations.
9. All weld callouts with supporting Weld Procedure Specifications (WPSs) and
associated Procedure Qualification Records (PQRs) as required.
10. All surface finishes and coating requirements.
11. Bearing manufacturer’s recommendations and procedures for bearing assembly
shipment, storage, and installation.
2021 Standard Specifications M 41-10 Page 6-117
Concrete Structures 6-02
6-02.3(19)B4 Submittals of Acceptance Test Reports and Certificates
The Contractor shall submit the following production samples and test reports and
certificates for fabricated bridge bearing assemblies as applicable:
1. A Type 2 Working Drawing consisting of a six-inch square by 1/8-inch thick sample
of PTFE taken from the lot of production material.
2. A Type 2 Working Drawing consisting of a six-inch square by 1-inch thick sample of
pre-formed fabric pad taken from the lot of production material.
3. Type 1 Working Drawings consisting of Manufacturers’ Certificates of Compliance
for the PTFE, polyether urethane, pre-formed fabric pad duck, silicone grease, epoxy
gel, and resin filler.
4. Type 1 Working Drawings consisting of certified mill test reports for all steel and
stainless steel in the bearing assemblies.
5. Type 1 Working Drawings consisting of certified test reports confirming that the pre-
formed fabric pads meet the specific requirements of proof load.
6-02.3(19)B5 Quality Assurance and Final Shop Inspection Process
Submittal
The Contractor shall submit a Type 1 Working Drawing consisting of the independent
inspection entity performing the Quality Assurance Inspection and Final Shop Inspection
as specified in Section 6-02.3(19)F. The submittal shall include, at a minimum, the name,
address, phone number, and contact person of the inspection entity performing the
Inspection, the proposed Quality Assurance Inspection Program, and the forms to be used
for the Quality Assurance Inspection Program.
6-02.3(19)B6 HLMR Bearing Testing Procedure Submittal
The Contractor shall submit a Type 1 Working Drawing consisting of the name, address,
phone number, and contact person of the testing entity performing the required bearing
testing specified in Section 6-02.3(19)E.
The testing entity shall be one of the following:
1. An independent testing agency.
2. The HLMR bearing manufacturer, with Independent verification by the inspection
entity performing the certified shop Inspection of the bearings.
Page 6-118 2021 Standard Specifications M 41-10
6-02 Concrete Structures
6-02.3(19)B7 HLMR Bearing Assembly Inspection Reports and
Certificates
The Contractor shall submit Type 1 Working Drawings consisting of the periodic
inspection reports of the independent inspection entity performing the required certified
shop inspection, at a frequency defined in the Quality Assurance Inspection Program
of Sections 6-02.3(19)B5 and 6-02.3(19)F2. The daily inspection reports shall report on
the shop fabrication and testing activities relating to the bearing assemblies, and their
conformance to the specification requirements.
The Contractor shall submit written documentation from the bearing manufacturer and
the independent inspection entity certifying that the bearing assemblies have been
manufactured in full compliance with the specification requirements.
6-02.3(19)C Bearing Assembly Fabrication
The edges of all components shall be broken by grinding so that there are no sharp edges.
6-02.3(19)C1 Flatness and Manufacturing Tolerances
Flatness of bearing surfaces shall be determined by the following method:
1. A precision straightedge, longer than the nominal dimension to be measured shall be
placed in contact with the surface to be measured as parallel to it as possible.
2. A feeler gauge having an accuracy equal to the tolerance allowed ± 0.001-inch, shall
be selected and inserted under the straightedge.
3. Surfaces are acceptable for flatness if the feeler gauge does not pass under the
straightedge.
4. In determining the flatness, the straightedge may be located in any position on the
surface being measured.
Flatness tolerances are defined as follows:
1. Class A tolerance = 0.001 x nominal dimension
2. Class B tolerance = 0.002 x nominal dimension
3. Class C tolerance = 0.005 x nominal dimension
2021 Standard Specifications M 41-10 Page 6-119
Concrete Structures 6-02
Manufacturing tolerances for bearing components are as follows:
Polyether Urethane Disc
Diameter: ± 1/8-inch
Thickness: - 0, +1/16-inch
Flatness: Class B tolerance
Discs shall be manufactured from a single piece
Spherically Curved Surfaces
Radii: ± 1-percent, surfaces shall be parallel to each
other
Spherical Surface Profile: ± 0.0002Dh or 1/128-inches, whichever is
greater, where D = length of chord (in inches)
between the ends of the PTFE surface in the
direction of rotation, and h = projection of the
PTFE (in inches) above the top of the confining
recess.
PTFE Sheet
Plan dimensions: Total nominal design area -0, + 1/8-inch
Thickness: - 0, +1/64-inch
Flatness: Class A tolerance, both surfaces
Pre-formed Fabric Pad
Plan dimensions: - 0, + 3/16-inch
Thickness: - 1/16, + 3/16-inch
Surface Finish: For pre-formed fabric pads fabricated from
multiple layers, all pad edges shall be free from
visible horizontal displacement between the
individual layers
Stainless Steel Sheet
Plan dimension: - 0, + 3/16-inch
Flatness: Class A tolerance, both surfaces
Page 6-120 2021 Standard Specifications M 41-10
6-02 Concrete Structures
Backing, Bearing, Masonry, Sliding, and Sole Plates of HLMR Bearings
Plan dimensions
Greater than 30-inches: - 0, + 3/16-inch
30-inches or less: - 0, + 1/8-inch
Thickness: - 1/32, + 1/8-inch
Flatness: Class A tolerance, side in contact with steel,
polyether urethane disc, or PTFE
Class C tolerance, side in contact with epoxy gel
or grout or concrete
Width and length of
PFTE recess: - 0, + 0.04-inch of PTFE sheet size
The maximum gap between the external restrainer and the circular base plate,
and the walls of a recess and a recessed plate, for a spherical bearing shall be
0.04-inches.
Backing, Masonry, and Sole Plates of Pin, Fabric Pad, and Transverse Stop Bearings
Plan dimensions: - 0, + 3/16-inch
Thickness: - 0, + 3/16-inch
Flatness: Class A tolerance, side in contact with stainless
steel sheet, sole plate and pre-formed fabric pad
Class C tolerance, side in contact with epoxy gel
or grout or concrete
Width and length of
PTFE recess: - 0, + 1/16-inch of PTFE sheet size
The maximum gap between the external restrainer and the circular base plate,
and the walls of a recess and a recessed plate, for a spherical bearing shall be
0.04-inches.
Guide Bar and Keeper Bar
Length: ± 1/8 inch
Section Dimensions: ± 1/16-inch
Flatness: Class A tolerance, side in contact with steel or
PTFE
Bar to bar tolerance: ± 1/32-inch
Bars shall not be more than 1/32-inch out of parallel
2021 Standard Specifications M 41-10 Page 6-121
Concrete Structures 6-02
Bearing Block
Plan dimensions: - 0, + 1/8 inch
Thickness: ± 0.015-inch
Groove radius for pin: As shown in the Plans
Keeper ring grooves in bearing block
Radius, inner and outer: ± 0.005-inch
Depth of groove: ± 0.010-inch
Keeper Ring
Radius, inner and outer: ± 0.010-inch
Thickness: ± 0.030-inch
Pin
Length, shldr to shldr: -0.020, + 0-inch
Diameter: As shown in the Plans
Overall Height
HLMR bearing: - 1/16, + 3/16-inch
Fabric pad bearing: - 1/16, + 3/16-inch
Pin bearing: - 0, + 10-percent
6-02.3(19)C2 HLMR Bearing Specific Fabrication Requirements
All bolted connections between structural steel surfaces shall meet the maximum spacing
for sealing bolts in accordance with the AASHTO LRFD Bridge Design Specifications.
When the following components are shown in the Plans as part of the HLMR bearing
assembly, the following specific fabrication requirements shall apply:
1. PTFE Sheet:
a. The thickness of solid PTFE sheet shall be a minimum of 1/8-inch and a maximum
of 3/16-inch. Solid PTFE sheet shall be recessed for a depth equal to one-half of
its thickness into the material it is bonded to.
b. The thickness of woven PTFE fabric, if used, shall be a minimum of 1/16-inch and
a maximum of 1/8-inch.
c. Dimpled PTFE, if shown in the Plans, shall be unfilled and shall have a maximum
thickness of 3/16-inch. Dimples shall be placed on a 1/2-inch grid and have a depth
of 1/16-inch.
Page 6-122 2021 Standard Specifications M 41-10
6-02 Concrete Structures
d. PTFE sheet shall be recessed and chemically bonded to the supporting steel
plate or bar, except that woven PTFE sheet shall be mechanically bonded to
the supporting plate or bar. Bonding shall be performed In accordance with the
PTFE manufacturer’s written procedure.
e. Following the bonding operation, the PTFE surface shall be smooth and
free from bubbles. Filled PTFE shall be polished after the bonding operation
is complete, in accordance with the AASHTO LRFD Bridge Construction
Specifications.
2. Stainless Steel Sheet:
a. The stainless steel sliding surface shall completely cover the PTFE surface in all
operating positions plus one additional inch in all directions.
b. The stainless steel shall be 14-gage thick for the main sliding surfaces and 10-
gage thick for the guide bars.
c. The stainless steel sheet shall be seal welded all around to the supporting steel
plate or bar by the gas tungsten arc welding (GTAW) process in accordance with
current AWS specifications. The stainless steel sheet shall be clamped down
to have full contact with the supporting steel plate or bar during welding. The
welds shall not protrude beyond the sliding surface of the stainless steel sheet.
d. The curved surfaces of spherical bearings that receive stainless steel shall be
weld overlaid to produce a surface chemistry equivalent to ASTM A240 Type
304L or 316L stainless steel as shown in the Plans.
e. Stainless steel welded overlay on the curved surface of spherical bearings shall
be a minimum of 3/32-inch thick after welding, grinding, and polishing.
3. Steel Plates and Bars:
a. Sole plates and masonry plates shall be 3/4-inch minimum thickness, unless
otherwise shown in the Plans.
b. Each guide bar and keeper bar shall be fabricated from a single steel plate.
c. Guide bars and keeper bars shall be connected to the bearing assembly by
recessing and bolting.
d. The stainless steel sheet shall be welded to the guide bar or keeper bar before
attaching the bar to the bearing assembly.
e. The space between the guide bar or keeper bar and the guided component shall
be 3/16-inch ± 1/16-inch.
2021 Standard Specifications M 41-10 Page 6-123
Concrete Structures 6-02
6-02.3(19)C3 Non-HLMR Bearing Specific Fabrication Requirements
When the following components are shown in the Plans as part of the fabric pad bearing,
pin bearing, or transverse stop bearing assembly, the following specific fabrication
requirements shall apply:
1. PTFE Sheet:
a. PTFE shall be 1/8-inch, unless otherwise shown in the Plans. PTFE shall be
recessed for a depth equal to one-half of its thickness into the material it is
bonded to, with the exposed height of PTFE not less than 3/64-inch.
b. Dimpled PTFE, if shown in the Plans, shall be unfilled and shall have a maximum
thickness of 3/16-inch. Dimples shall be placed on a 1/2-inch grid and have a
depth of 1/16-inch.
c. PTFE sheet shall be recessed and chemically bonded to the supporting steel
plate or bar, except that woven PTFE sheet shall be mechanically bonded to
the supporting plate or bar. Bonding shall be performed in accordance with the
PTFE manufacturer’s written procedure.
d. Following the bonding operation, the PTFE surface shall be smooth and
free from bubbles. Filled PTFE shall be polished after the bonding operation
is complete, in accordance with the AASHTO LRFD Bridge Construction
Specifications.
2. Stainless Steel Sheet:
a. The stainless steel sheet shall be seal welded all around to the supporting steel
plate or bar by the gas tungsten arc welding (GTAW) process in accordance with
current AWS specifications.
b. The stainless steel sheet shall be clamped down to have full contact with the
supporting steel plate or bar during welding.
c. The welds shall not protrude beyond the sliding surface of the stainless steel
sheet.
3. Steel Plates and Bars:
a. Each guide bar and keeper bar shall be fabricated from a single steel plate.
b. Guide bars and keeper bars shall be connected to the bearing assembly by
welding or bolting, as shown in the Plans.
Page 6-124 2021 Standard Specifications M 41-10
6-02 Concrete Structures
6-02.3(19)D Corrosion Protection
Steel surfaces, except as otherwise specified below, shall be painted in accordance with
Section 6-07.3(9), with a finish coat paint color as specified in Section 6-03.3(30) as
supplemented in the Special Provisions. The surfaces of all welds fastening stainless steel
to structural steel shall be painted as specified for structural steel. Stainless steel shall not
be painted. Galvanized fastening hardware (anchor bolts, bolts, nuts, and washers) shall be
painted in accordance with Section 6-07.3(11)A.
All coats of paint as specified in Section 6-07.3(9)A for steel surfaces shall be applied in
the shop. After the bearing assembly has been erected in its final position with the anchor
bolt nuts installed, all surfaces with damaged paint shall be repaired in accordance with
Section 6-07.3(9)I.
All coats of paint as specified in Section 6-07.3(11)A for galvanized fastening hardware
shall be applied after the bearing assembly has been erected in its final position with the
anchor bolt nuts installed and tightened. The Contractor shall prepare the galvanized
surfaces for painting in accordance with Section 6-07.3(11)A except only hand or power
tool cleaning methods shall be used.
The embedded pipe assembly of the bearing assembly anchorage, when shown in the
Plans, shall not be painted.
The following pin bearing components shall be painted only with one shop applied coat of
inorganic zinc primer in accordance with Section 6-07.3(9).
1. Keeper rings.
2. Keeper ring groove surface in the bearing blocks.
The following pin bearing components and surfaces shall not be painted, but shall instead
be coated with #2 extreme pressure grease:
1. Machined surfaces of the bearing blocks that contact the pin and keeper rings.
2. All surfaces of the pins.
3. All threads of the pin nuts.
The primer paint coated keeper rings shall be coated with #2 extreme pressure grease
prior to final bearing assembly.
6-02.3(19)E HLMR Bearing Testing
The Contractor shall provide for HLMR bearing testing. The testing shall be performed by
the testing entity selected in accordance with Section 6-02.3(19)B6.
All testing performed by the bearing manufacturer shall be witnessed by the inspection
entity performing the certified shop inspection of the bearings.
Failure of the test bearing will result in rejection of all bearings.
The testing requirements specified below may be waived provided:
2021 Standard Specifications M 41-10 Page 6-125
Concrete Structures 6-02
1. The bearing manufacturer, through the Contractor, shall submit a Type 1 Working
Drawing consisting of certified test results from a previous installation of HLMR
bearings of similar design and load capacity. This submittal shall accompany the
design calculation submittal of Section 6-02.3(19)B1 and the fabrication shop plan
submittal of Section 6-02.3(19)B3.
2. The tests performed on the previously installed bearings satisfy the requirements
specified below.
3. All test requirements performed on and not satisfied by the previously installed
bearings shall be performed on and satisfied by a test bearing in this Contract
through a disc bearing Proof Load test conforming to Section 6-02.3(19)E1 or a
spherical bearing Wear and Damage Characteristics test conforming to Section
6-02.3(19)E2, as appropriate.
The test bearing may be used as a production bearing provided:
1. The test bearing passed the test.
2. The test bearing was selected from the production bearings.
3. All PTFE in the test bearing assembly shall be replaced with new PTFE.
6-02.3(19)E1 Disc Bearing Proof Load Testing
When fabrication of disc bearings is complete, a Proof Load test shall be performed either
on disc bearing assemblies randomly selected from the production bearings, or an equal
number of prototype bearings with a minimum design capacity of 400-kips. One disc
bearing per lot shall be tested where one lot is defined as a maximum of 25-production
bearings.
The Proof Load test shall be performed on the selected test bearing assemblies as follows:
1. A proof load of 150-percent of the design capacity of the bearing shall be applied at
the maximum design bearing rotation for a duration of five-minutes, removed, and
then reapplied for five-minutes.
2. A bevel plate with a taper equal to the maximum design bearing rotation shall be
used to simulate the specified bearing rotation.
3. After completing the specified load duration, the bearing shall be disassembled and
inspected for wear and damage.
4. The test bearing shall show no signs of defects and failure while under load, and
after disassembly and inspection.
Page 6-126 2021 Standard Specifications M 41-10
6-02 Concrete Structures
6-02.3(19)E2 Spherical Bearing Wear and Damage Characteristics
Testing
When fabrication of spherical bearings is complete, a Wear and Damage Characteristics
test shall be performed on spherical bearing assemblies randomly selected from the
production bearings. For bearings with a design capacity in excess of 1,000-kips,
prototype bearings may be used for the Wear and Damage Characteristics test. One
spherical bearing per lot shall be tested where one lot is defined as a maximum of
25-production bearings.
The Wear and Damage Characteristic test shall be performed on the selected test bearing
assemblies as follows:
1. The bearing shall be subjected to 5,000-cycles of rotation (2.0 degrees each
direction from level, 4.0 degrees total rotation) under the specified vertical dead load
plus live load.
2. After completing the load cycles, the bearing shall be disassembled and inspected for
wear and damage. A 1/64-inch reduction in PTFE thickness, or damage to the bearing,
shall be cause for rejection of the bearing assembly.
3. The test bearing shall show no signs of defects and failure while under load, and
after disassembly and inspection.
6-02.3(19)F Bearing Inspection and Acceptance
Three levels of inspection shall be satisfied before the bearings are accepted. The
manufacturer shall provide for both Quality Control and Quality Assurance Inspection in
accordance with Section 6-02.3(19)F1 and 6-02.3(19)F2. The manufacturer shall provide
access for the Final Shop Inspection in accordance with Section 6-02.3(19)F3.
The bearings shall satisfy each of the three levels of inspection as specified below prior
to acceptance. Bearings that fail any one of the three levels of inspection shall have
the deficiencies addressed in accordance with Section 1-05.7. All proposed corrective
procedures shall be submitted as a Type 2 Working Drawing.
6-02.3(19)F1 Quality Control Inspection
During the fabrication process of all bearing assembly components and units, the
manufacturer shall provide full time Quality Control Inspection to ensure that the
materials and workmanship meet or exceed the minimum requirements of the Contract.
Quality Control Inspection shall be the responsibility of the manufacturer’s quality control
group, which shall be independent of the fabrication group.
6-02.3(19)F2 Quality Assurance Inspection
Quality Assurance Inspection shall be performed by the independent inspection entity
performing the certified shop inspection in accordance with Section 6-02.3(19)B5.
Quality Assurance Inspection is not required to be full time inspection, but shall be done
at all phases of the manufacturing process. The frequency of inspection shall be included
in the Quality Assurance Inspection Program.
2021 Standard Specifications M 41-10 Page 6-127
Concrete Structures 6-02
6-02.3(19)F3 Final Shop Inspection
Prior to shipping the bearings to the job site, a randomly selected representative number
of production bearings shall be inspected by the independent inspection entity at the
manufacturer’s facility. The manufacturer shall provide a clean, dry, and enclosed area for
the bearing inspection. The manufacturer shall disassemble and reassemble the bearings
for inspection by the independent inspection entity. The independent inspection entity
shall certify that the bearings have been inspected, and that the bearings have been
manufactured in full compliance with the Contract requirements.
6-02.3(19)G Bearing Component Assembly, Shipping, and Storage
Each bearing, except bearing components welded to the bottom flange of steel girders
or embedded into concrete superstructure, shall be fully assembled at the manufacturing
plant and delivered to the construction site as a complete unit, ready for installation. The
units shall be held together with removable restraints so that the sliding surfaces are not
damaged. Softeners shall be placed under the restraints to protect all painted surfaces.
The Contractor shall not damage the painted surfaces while shipping, storing and
installing the bearing assemblies.
All bearing assemblies shall be marked with the following information prior to shipping:
1. Location of the bearing, including the pier and the specific location along the pier.
2. Direction arrow pointing in the ahead-on-station direction.
The above information shall be marked on the top plate of the upper unit of the bearing
assembly. The marks shall be permanent and shall be visible after bearing installation.
The bearing assemblies shall have centerlines marked on both upper and lower units for
checking alignment in the field.
The bearing assemblies shall be shipped in light-proof, moisture-proof and dust-proof
containers.
6-02.3(19)H Bearing Assembly Field Inspection
The Contracting Agency may perform field inspection of bearing assemblies at the
discretion of the Engineer. The Contractor shall provide a clean, dry and enclosed area
at the site, spacious enough for the field inspection activities. The Contractor shall
disassemble and reassemble the bearings for inspection by the Engineer. The disassembly
and reassembly of the bearings shall be in accordance with the bearing manufacturer’s
written procedure and in the presence of the Engineer.
Bearings that fail the field inspection shall have the deficiencies addressed in accordance
with Section 1-05.7. All proposed corrective procedures shall be submitted as a Type 2
Working Drawing.
Page 6-128 2021 Standard Specifications M 41-10
6-02 Concrete Structures
6-02.3(19)I Bearing Assembly Installation
The Contractor shall install the bearing assembly in accordance with the installation
procedure included with the fabrication shop drawing submittal required by
Section 6-02.3(19)B3.
Sliding surfaces shall be finished true, lubricated, and installed level, or installed as shown
in the Plans for transverse stop bearings.
PTFE sheet shall not be greased, except as otherwise noted. A thin uniform film of silicone
grease shall be applied to the entire dimpled PTFE sheet before installation (all dimples
shall be filled with grease).
For bearing assemblies with PTFE and stainless steel components, the Contractor shall
take special care at all times to ensure protection of the PTFE and stainless steel surfaces
from coming in contact with concrete and any other foreign matter.
The grout pad, and masonry plate when shown in the Plans, shall be formed and placed
in accordance with Section 6-02.3(20), and installed level. The grout pad thickness shall
be adjusted based on final bearing design dimensions, and to achieve final grade profile
elevations as shown in the Plans. When shown with a masonry plate, the grout pad shall
be pressure installed starting at the middle of the masonry plate.
For cast-in-place concrete superstructures, the upper units of bearing assemblies shall
be anchored to the superstructure as shown in the Plans. For steel and precast concrete
superstructures, the uppermost unit of bearing assemblies shall be connected or
anchored to the superstructure as shown in the Plans.
When specified in the Plans for bearing assemblies supporting steel or precast concrete
superstructure, the interface between the sole plate and the bridge superstructure (or the
upper and lower sole plates when two separate components) shall be set with epoxy gel
just before setting the superstructure in place. The (lower) sole plate surface in contact
with the epoxy gel shall receive a thin uniform film of silicone grease, to prevent bonding
to the epoxy gel. The threads of the sole plate clamping bolts shall be greased to prevent
bonding and allow future removal. The Contractor shall apply the epoxy gel by troweling
it onto the bottom surface of the steel girder flange or the upper sole plate welded to the
steel girder flange and shall immediately bolt the (lower) sole plate in place to obtain a
level surface.
Before the epoxy gel has cured, the steel or precast concrete superstructure shall be set
in place, squeezing out the excess epoxy gel while filling the interface between the steel
surfaces. Excess epoxy and grease shall be removed immediately. After the epoxy gel has
cured, the sole plate clamping bolts shall be tightened to snug tight.
When the upper unit of the pin bearing consists of an upper bearing block welded to a
sole plate, the top surface of the sole plate shall receive a thin uniform film of silicone
grease, and the bolt threads connecting the pin assembly to the steel superstructure shall
be greased, prior to fastening the sole plate to the steel superstructure.
2021 Standard Specifications M 41-10 Page 6-129
Concrete Structures 6-02
Specified surfaces of the bearing blocks, pins, and pin nuts shall be coated with grease as
specified in Section 6-02.3(19)D.
After installation, the orientation of the spherically curved units shall be ± 1/2 degree
from level.
6-02.3(20) Grout for Anchor Bolts and Bridge Bearings
Grout shall conform to Section 9-20.3(2) for anchor bolts and for bearing assemblies with
bearing plates. Grout shall conform to Section 9-20.3(3) for elastomeric bearing pads and
fabric pad bearings without bearing plates.
Grout shall be a workable mix with a viscosity that is suitable for the intended application.
Grout shall not be placed outside of the manufacturer recommended range of thickness.
The Contractor shall receive concurrence from the Engineer before using the grout.
Field grout cubes and cylinders shall be fabricated and tested in accordance with
Section 9-20.3 when requested by the Engineer, but not less than one per bridge pier or
once per day.
Before placing grout, the substrate on which it is to be placed shall be prepared as
recommended by the manufacturer to ensure proper bonding. The grout shall be cured
as recommended by the manufacturer. The grout may be loaded when a minimum of
4,000 psi compressive strength is attained.
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,
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.
Page 6-130 2021 Standard Specifications M 41-10
6-02 Concrete Structures
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
accepted 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 bridge deck made of 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 bridge deck 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 allows.
For load restrictions on bridges under construction, refer to Section 6-01.6.
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(24) Reinforcement
Although a bar list is normally included in the Plans, the Contracting Agency does not
guarantee its accuracy and it shall be used at the Contractor’s risk. Reinforcement
fabrication details shall be determined from the information provided in the Plans.
Before delivery of the reinforcing bars, the Contractor shall submit Type 1 Working
Drawings consisting of two informational copies of the supplemental bending diagrams.
2021 Standard Specifications M 41-10 Page 6-131
Concrete Structures 6-02
6-02.3(24)A Field Bending
Field bending of AASHTO M31 Grade 60 and ASTM A706 Grade 60 reinforcement shall
be done in accordance with the requirements of this section. Field bending of all other
reinforcement shall require a Type 2 Working Drawing showing the bend radii, bending
and heating procedures, and any inspection or testing requirements.
Field bending shall not be done on reinforcement within the top or bottom third of
column lengths or within plastic hinge regions identified in the Plans. Field bending shall
not be done on bar sizes No. 14 or No. 18.
In field-bending steel reinforcing bars, the Contractor shall:
1. Make the bend gradually using a bending tool equipped with a bending diameter
as listed in Table 1. Bending shall not be done by means of hammer blows and
pipe sleeves. When bending to straighten a previously bent bar, move a hickey bar
progressively around the bend.
2. Apply heat as described below for bending bar sizes No. 6 through 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 when
the bar temperature is 40°F or higher. When previously unbent bars of sizes No. 5
and smaller have a bar temperature lower than 40°F, they shall be heated to within
the range of 100°F to 150°F prior to bending. In applying heat for field-bending steel
reinforcing bars, the Contractor shall:
a. Avoid damage to the concrete by insulating any concrete within 6 inches of the
heated bar area;
b. Apply two heat tips simultaneously at opposite sides of bar sizes No. 7 or larger;
c. Heat the bar to within the required temperature range shown in Table 2 as
verified by using temperature-indicating crayons or other suitable means;
d. Heat a minimum bar length as shown in Table 3. Locate the heated section of
the bar to include the entire bending length;
e. Bend immediately after the required temperature range has been achieved.
Maintain the bar within the required temperature range during the entire
bending process;
f. Do not cool bars artificially with water, forced air, or other means.
3. Limit any bend or straightening to these maximum angles: 135 degrees for bar sizes
No. 8 or smaller, and 90 degrees for bar sizes No. 9 through No. 11.
Page 6-132 2021 Standard Specifications M 41-10
6-02 Concrete Structures
4. Repair epoxy coating on epoxy coated bars in accordance with Section 6-02.3(24)H.
Table 1 Bending Diameters for Field-Bending Reinforcing Bars
Bar Size
Bend Diameter/Bar Diameter Ratio
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.
Table 2 Preheating Temperatures for Field-Bending Reinforcing Bars
Bar Size
Temperature (F)
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)
Bar Size
Bend Angle
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
2021 Standard Specifications M 41-10 Page 6-133
Concrete Structures 6-02
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.
Epoxy-coated steel reinforcing bars shall not be exposed to environmental conditions
for a cumulative duration exceeding 60 days on site prior to full embedment in concrete.
Any provisions made to protect the reinforcing bars shall provide suitable protection
from ultraviolet radiation including light and allow adequate ventilation to minimize
condensation.
6-02.3(24)C Placing and Fastening
The Contractor shall position reinforcing steel as the Plans require and shall ensure that
the steel is set within specified tolerances. Adjustments to reinforcing details outside of
specified tolerances to avoid interferences and for other purposes are acceptable when
approved by the Engineer.
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 bridge deck shall be tied at all intersections, however they may
be tied at alternate intersections when spacing is less than 1 foot in each direction and
they are supported by continuous supports meeting all other requirements of supports
for epoxy-coated bars. 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.
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.
Page 6-134 2021 Standard Specifications M 41-10
6-02 Concrete Structures
Precast concrete supports (or other accepted devices) shall be used to maintain the
concrete coverage required by the Plans. The precast concrete supports shall:
1. Have a bearing surface measuring not greater than 2 inches in either dimension, and
2. Have a compressive strength equal to or greater than that of the concrete in which
they are embedded.
In slabs, each precast concrete support 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.
Precast concrete supports may be accepted based on a Manufacturer’s Certificate of
Compliance.
In lieu of precast concrete supports, the Contractor may use metal or all-plastic 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 one of the following:
1. Hot-dip galvanized after fabrication in keeping with AASHTO M232 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 A493, Type 302. Stainless steel
chair supports are not required to be galvanized or plastic coated.
In lieu of precast concrete supports, epoxy-coated reinforcing bars may be supported by
one of the following:
1. Metal supports coated entirely with a dielectric material such as epoxy or plastic,
2. Other epoxy-coated reinforcing bars, or
3. All-plastic supports.
Damaged coatings on metal bar supports shall be repaired prior to placing concrete.
All-plastic supports shall be lightweight, non-porous, and chemically inert in concrete.
All-plastic 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.
All-plastic 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 all-plastic supports shall permit complete concrete
consolidation in and around the support.
2021 Standard Specifications M 41-10 Page 6-135
Concrete Structures 6-02
A “mat” is two adjacent and perpendicular layers of reinforcing steel. In bridge decks,
top and bottom mats shall be supported adequately enough to hold both in their proper
positions. If bar supports directly support, or are directly supported on No. 4 bars, they
shall be spaced at not more than 3-foot intervals (or not more than 4-foot intervals for
bars No. 5 and larger). Wire ties to girder stirrups shall not be considered as supports. To
provide a rigid mat, the Contractor shall add other supports and tie wires to the top mat
as needed.
Unless noted otherwise, the minimum concrete cover for main reinforcing bars shall be:
3 inches to a concrete surface deposited against earth without intervening forms.
2½ inches to the top surface of a concrete bridge deck or bridge approach slab.
2 inches to a concrete surface when not specified otherwise in this section or in the
Contract documents.
1½ inches to a concrete barrier or curb surface.
Except for top cover in bridge decks and bridge approach slabs, minimum concrete cover
to ties and stirrups may be reduced by ½ inch but shall not be less than 1 inch. Minimum
concrete cover shall also be provided to the outermost part of mechanical splices and
headed steel reinforcing bars.
Reinforcing steel bar location, concrete cover, and clearance shall not vary more than the
following tolerances from what is specified in the Contract documents:
Reinforcing bar location for members 12 inches or less in thickness: ±0.25 inch
Reinforcing bar location for members greater than 12 inches in thickness:
±0.375 inch
Reinforcing bar location for bars placed at equal spacing within a plane: the greater
of either ±1 inch or ±1 bar diameter within the plane. The total number of bars shall
not be fewer than that specified.
The clearance between reinforcement shall not be less than the greater of the bar
diameter or 1 inch for unbundled bars. For bundled bars, the clearance between
bundles shall not be less than the greater of 1 inch or a bar diameter derived from
the equivalent total area of all bars in the bundle.
Longitudinal location of bends and ends of bars: ±1 inch
Embedded length of bars and length of bar lap splices:
No 3 through No. 11 -1 in.
No. 14 through No. 18 -2 in.
Concrete cover measured perpendicular to concrete surface (except for the top
surface of bridge decks, bridge approach slabs and other roadway surfaces):
±0.25 inch
Concrete cover measured perpendicular to concrete surface for the top surface of
bridge decks, bridge approach slabs and other roadway surfaces: +0.25 inch, -0 inch
Page 6-136 2021 Standard Specifications M 41-10
6-02 Concrete Structures
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.)
6-02.3(24)D Splicing
The Contractor shall supply steel reinforcing bars in the full lengths the Plans require.
Unless the Engineer concurs 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 accepted 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.
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 accepted by the Engineer.
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)D1 Splicing of Hoop Reinforcement for Columns and Shafts
When the Plans show steel reinforcement bar hoops, the hoops shall be spliced by one of
the following methods:
1. Resistance butt weld splice, welded in accordance with Section 6-02.3(24)I.
2. Welded direct butt splice, welded in accordance with Section 6-02.3(24)J.
3. Welded lap splice if shown in the Plans, welded in accordance with Section
6-02.3(24)K.
All welded splices of hoop reinforcement shall be welded in the shop.
2021 Standard Specifications M 41-10 Page 6-137
Concrete Structures 6-02
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 submit a Type 2 Working Drawing
consisting of the 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 Type 2 Working
Drawings consisting of welder qualification and retention records. 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.
Short circuiting transfer with gas metal arc welding will not be allowed. Slugging of welds
will not be allowed.
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 straightedge centered on the weld and in line with the bar.
The ground wire from the welding machine shall be clamped to the bar being welded.
Where epoxy-coated steel reinforcing bars are specified to be spliced by welding, the
epoxy coating shall be left off or removed from the surfaces to be heated, but in no
cases less than six inches of each bar being welded. After the welding is complete, the
Contractor shall apply epoxy patching material to the uncoated portions of the bar in
accordance with Section 6-02.3(24)H.
Page 6-138 2021 Standard Specifications M 41-10
6-02 Concrete Structures
6-02.3(24)F Mechanical Splices
The Contractor shall form mechanical splices with an Engineer-accepted 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 accepting 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.
All splices shall meet these criteria:
1. Mechanical splices shall develop at least 125 percent of the specified yield strength
of the unspliced bar. The ultimate tensile strength of the mechanical splice shall
exceed that of the unspliced bar.
2. The total slip of the bar within the spliced sleeve of the connector after loading in
tension to 30.0 ksi and relaxing to 3.0 ksi shall not exceed the following measured
displacements between gage points clear of the splice sleeve:
a. 0.01 inches for bar sizes up to No. 14.
b. 0.03 inches for No. 18 bars.
3. The maximum allowable bar size for mechanical laps splices shall be 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 Working Drawing design submittal. 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;
2021 Standard Specifications M 41-10 Page 6-139
Concrete Structures 6-02
4. Prepare the ends of the bars as the splice manufacturer recommends and as the
accepted 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
six test splices (three vertical, three horizontal) using bars having the same AASHTO
Designation and size (maximum) as those to be used in the Work. Each test sample shall
be 6 foot plus the length of the splice. The bar alignment shall not deviate more than
⅛ inch from a straight line over the whole length of the sample. All six 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 two samples on any project with fewer than
200 splices and no more than one sample per 100 splices on any project with more than
200 splices.
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 concurs. If the Engineer believes the coated bars
have been badly damaged, they will be rejected.
Page 6-140 2021 Standard Specifications M 41-10
6-02 Concrete Structures
Metal chairs and supports shall be coated with epoxy (or another inert coating accepted
by the Engineer). The Contractor may use other support devices with the Engineer’s
concurrence. Plastic coated tie wires (accepted 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 a patching material obtained
from the epoxy resin manufacturer and accepted by the Engineer. 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(24)I Resistance Butt Weld Splicing of Hoop Reinforcement for
Columns and Shafts
6-02.3(24)I1 Splicing Quality Control Manager
The Contractor shall designate in writing a Splicing Quality Control Manager (SQCM). The
SQCM shall be responsible for the quality of all hoop reinforcement splicing, including
the inspection of materials and workmanship, and submitting, receiving, and approving all
correspondence, required submittals, and reports regarding hoop reinforcement splicing
to and from the Engineer.
2021 Standard Specifications M 41-10 Page 6-141
Concrete Structures 6-02
6-02.3(24)I2 Splice Sample Test Facilities
Qualification testing and testing of production sample splices shall be performed at an
independent qualified testing laboratory at no additional expense to the Contracting
Agency. The laboratory shall have the following:
1. Proper facilities, including a tensile testing machine capable of breaking full size
samples of all steel reinforcing bar splices.
2. Operators who have received documented training for performing the testing
requirements of ASTM A370.
3. A record of annual calibration of testing equipment performed by an independent
third party that has standards that are traceable to the National Institute of
Standards and Technology and a formal reporting procedure, including published
test forms. Calibration records shall be made available for the Engineer’s review
upon request.
6-02.3(24)I3 Splice Qualification Report
The Contractor shall submit a Splice Qualification Report as a Type 2 Working Drawing.
This report shall include, at a minimum:
1. Name of the designated Splicing Quality Control Manager (SQCM).
2. Splice material information
3. Names of the operators who will be performing the splicing
4. Descriptions of the positions, locations, equipment, and procedures that will be used
in the splice work.
5. Fabricator’s Quality Control Manual for the fabrication of hoops including, but not be
limited to, the following:
a. The pre-production procedures for the qualification of material and equipment.
b. The methods and frequencies for performing quality control procedures during
production.
c. The calibration procedures and calibration frequency for all equipment.
d. The welding procedure specification for resistance welding.
e. The method for identifying and tracking lots.
6. Certifications from the fabricator for qualifications of operators and procedures
based on sample qualification tests performed within the past 24 months of the date
of the Splice Qualification Report submittal.
a. Each operator shall be certified by performing two sample splices for each bar
size of each splice type that the operator will be performing in the work.
7. Certified test results for all qualification sample splices, tested by an independent
qualified testing laboratory and conforming to the specified production test criteria.
Page 6-142 2021 Standard Specifications M 41-10
6-02 Concrete Structures
6-02.3(24)I4 Production Control Splice Test Criteria
For the purpose of hoop reinforcement splice testing, a lot of splices are defined as 200,
or a fraction thereof, of the same type of splice for each bar diameter that is used in the
work. A production control sample shall consist of four splices removed from each lot of
completed splices.
The Contractor shall select the splices comprising the lot. The Engineer will, or the SQCM
shall if the Engineer is not available, select the product control sample of four splices to be
tested from each lot.
Production control testing shall be performed for all hoop reinforcement splices used in
the work. Production control samples shall be tested in accordance with ASTM A370.
6-02.3(24)I5 Sample Test Criteria
After the splices in a lot have been completed, the SQCM shall notify the Engineer in
writing that the splices in this lot conform to the specifications and are ready for testing.
At least one week before sample testing, the Contractor shall notify the Engineer by a
Type 1 Working Drawing of the date and location of the testing to allow the Engineer the
opportunity to witness the testing.
Samples shall achieve at least 125 percent of the specified yield strength of the bar. In
addition, either necking of the bar or a plateau of the stress-strain curve shall be evident
at rupture.
6-02.3(24)I6 Sample Acceptance Criteria
If all four sample splices from a lot conform to the requirements of Section 6-02.3(24)I5,
all splices in the lot represented by the test will be considered acceptable.
If only two or three of the four sample splices from a lot conform to the requirements of
Section 6-02.3(24)I5, the Engineer will, or the SQCM shall if the Engineer is not available,
select an additional set of four samples for re-test from the same lot of splices. Should any
of the four sample splices from this additional test fail to conform to these requirements;
all splices in the lot will be rejected.
Should only one sample splice from a lot conform to the requirements of Section
6-02.3(24)I5, all splices in the lot will be rejected.
Whenever a lot of splices are rejected, the rejected lot and subsequent lots of splices shall
not be used in the work until the following requirements are met:
1. The SQCM performs a complete review of the Contractor’s quality control process
for these splices.
2. A written report is submitted to the Engineer describing the cause of the failure of
the splices in this lot and provisions for preventing similar failures in future lots.
3. The Engineer has provided the Contractor with written notification that the report
and any corrective action is acceptable.
2021 Standard Specifications M 41-10 Page 6-143
Concrete Structures 6-02
All bars within a lot shall be visually inspected to verify bar offset at the joint doesn’t
exceed what is permitted in ANSI/AWS D1.4/D1.4M:2018 Section 6.2.1. Any splice with
offsets exceeding those as specified in ANSI/AWS D1.4/D1.4M:2018 Section 6.2.1 will
be rejected.
6-02.3(24)I7 Reporting Test Results
A Production Control Test Report for all testing performed on each lot shall be prepared
by the independent testing laboratory performing the testing and submitted to the
SQCM. The report shall include the following information for each test:
1. Contract number.
2. Dates received and tested.
3. Lot number.
4. Bar diameter, hoop diameter, and bar length.
5. Type of splice.
6. Length of test specimen.
7. Physical condition of the test sample splice and description of break and location in
relation to splice.
8. Any noticeable defects.
9. Ultimate tensile strength of each splice.
The SQCM shall review, approve with a signature, and submit each Production Control
Test Report as a Type 2 Working Drawing. The Contractor shall not encase the splices
represented by the report in concrete until receiving the Engineer’s written response to
the submittal.
6-02.3(24)J Welded Direct Butt Splicing of Hoop Reinforcement for Columns
and Shafts
6-02.3(24)J1 Welded Direct Butt Splices
Welded direct butt splices shall be complete joint penetration butt welds conforming to
ANSI/AWS D1.4/D1.4M:2018 figure 5.2. Split pipe backing shall not be used.
Thermite welding is not allowed.
6-02.3(24)J2 Nondestructive Splice Tests
Radiographic examinations shall be performed on 25 percent of all complete joint
penetration butt welded splices from a lot defined as 200, or a fraction thereof, of the
same type of splice for each bar diameter that is used in the work.
All splices shall be 100 percent visually inspected.
All required radiographic examinations shall be performed by the Contractor in
accordance with ANSI/AWS D1.4/D1.4M:2018 and as specified below.
Page 6-144 2021 Standard Specifications M 41-10
6-02 Concrete Structures
Before radiographic examination, welds shall conform to ANSI/AWS D1.4/D1.4M
Section 6.4. Radiographic acceptance shall be in accordance with ANSI/AWS D1.4/
D1.4M Table 6.1. Acceptance criteria for bar size #7 shall be the same as for bar size #8.
Should more than 12 percent of the splices which have been radiographically examined
in any lot be defective, an additional 25 percent of the splices from the same lot, selected
by the Engineer, or by the SQCM if the Engineer is not available, shall be radiographically
examined. Should more than 12 percent of the cumulative total of splices tested from the
same lot be defective, all remaining splices in the lot shall be radiographically examined.
All defects shall be repaired in accordance with ANSI/AWS D1.4/D1.4M, latest edition.
The Contractor shall notify the Engineer in writing a minimum of 48 hours before
performing any radiographic examinations.
The radiographic procedure used shall conform to ANSI/AWS D1.1, ANSI/AWS D1.4/
D1.4M:2018 Section 9.9, and the following:
1. Two exposures shall be made for each splice. For each of the two exposures, the
radiation source shall be centered on each bar to be radiographed. The first exposure
shall be made with the radiation source placed at zero degrees from the top of
the weld and perpendicular to the weld root and identified with a station mark of
“0”. The second exposure shall be at 90 degrees to the “0” station mark and shall
be identified with a station mark of “90”. When obstructions prevent a 90 degree
placement of the radiation source for the second exposure, and when approved in
writing by the Engineer, the source may be rotated, around the centerline of the
steel reinforcing bar, a maximum of 25 degrees.
2. If more than one weld is to be radiographed during one exposure, the angle between
the root line of each weld and the direction to the radiation source shall not be less
than 65 degrees.
3. Radiographs shall be made by either X-ray or gamma ray. Radiographs made by X-ray
or gamma rays shall have densities of not less than 2.3 nor more than 3.5 in the area
of interest. A tolerance of 0.05 in density is allowed for densitometer variations.
Gamma rays shall be from the iridium 192 isotope and the emitting specimen shall
not exceed 0.18 inches in the greatest diagonal dimension.
4. The radiographic film shall be placed perpendicular to the radiation source at all
times; parallel to the root line of the weld unless source placement determines that
the film shall be turned; and as close to the root of the weld as possible.
5. The minimum source to film distance shall be maintained so as to ensure that all
radiographs maintain a maximum geometric unsharpness of 0.020 at all times,
regardless of the size of the steel reinforcing bars.
2021 Standard Specifications M 41-10 Page 6-145
Concrete Structures 6-02
6. Penetrameters shall be placed on the source side of the bar and perpendicular to the
radiation source at all times. One penetrameter shall be placed in the center of each
bar to be radiographed, perpendicular to the weld root, and adjacent to the weld.
Penetrameter images shall not appear in the weld area.
7. When radiography of more than one weld is being performed per exposure, each
exposure shall have a minimum of one penetrameter per bar, or three penetrameters
per exposure. When three penetrameters per exposure are used, one penetrameter
shall be placed on each of the two outermost bars of the exposure, and the
remaining penetrameter shall be placed on a centrally located bar.
8. An allowable weld buildup of 0.16 inch may be added to the total material thickness
when determining the proper penetrameter selection. No image quality indicator
equivalency will be accepted. Wire penetrameters or penetrameter blocks shall not
be used.
9. Penetrameters shall be sufficiently shimmed using a radiographically identical
material. Penetrameter image densities shall be a minimum of 2.0 and a maximum
of 3.6.
10. Radiographic film shall be Class 1, regardless of the size of the steel reinforcing bars.
11. Radiographs shall be free of film artifacts and processing defects, including, but
not limited to, streaks, scratches, pressure marks or marks made for the purpose of
identifying film or welding indications.
12. Each splice shall be identified on each radiograph and the radiograph identification
and marking system shall be established between the Contractor and the Engineer
before radiographic inspection begins. Film shall be identified by lead numbers
only; etching, flashing or writing in identifications of any kind will not be permitted.
Each piece of film identification information shall be legible and shall include, as a
minimum, the following information:
a. The Contractor’s name.
b. The name of the nondestructive testing firm.
c. Contract number.
d. Date of the test.
e. Initials of the radiographer.
f. Part number.
g. Weld number.
The letter “R” and repair number shall be placed directly after the weld number
to designate a radiograph of a repaired weld.
13. Radiographic film shall be developed within a time range of one minute less to one
minute more than the film manufacturer’s recommended maximum development
time. Sight development will not be allowed.
Page 6-146 2021 Standard Specifications M 41-10
6-02 Concrete Structures
14. Processing chemistry shall be done with a consistent mixture and quality, and
processing rinses and tanks shall be clean to ensure proper results. Records of all
developing processes and any chemical changes to the developing processes shall be
kept and furnished to the Engineer upon request. The Engineer may request, at any
time, that a sheet of unexposed film be processed in the presence of the Engineer to
verify processing chemical and rinse quality.
15. The results of all radiographic interpretations shall be recorded on a signed
certification and a copy kept with the film packet.
Technique sheets prepared in accordance with ASME Boiler and Pressure Vessels
Code Section V Article 2 Section T-291 shall also contain the developer temperature,
developing time, fixing duration and all rinse times.
The Contractor shall maintain the radiographs and the radiographic inspection report(s) in
the shop until the Engineer reviews them or requests copies. If the Engineer reviews them
in the shop then the film and reports shall be released to the Engineer for permanent
record keeping at that time. If copies are requested, the Contractor shall submit a Type 2
Working Drawing consisting of the film and a PDF or two paper copies of the radiographic
inspection report. Adequate facilities and equipment shall be provided the Engineer for
examining film, if performed in the shop.
If the Engineer has not reviewed the film and reports in the shop or requested copies
within ten working days of completion of the lot, the Contractor shall submit a Type 2
Working Drawing consisting of the film and reports.
6-02.3(24)K Welded Lap Splicing of Hoop Reinforcement for Shafts
All production splices shall be 100 percent visually inspected for weld quality, size and
length.
6-02.3(25) Prestressed Concrete Girders
Precast concrete girders shall be constructed in accordance with Section 6-02.3(9), except
as modified in this section.
The manufacturing facility 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
in accordance with WSDOT Materials Manual M 46-01.04 Standard Practice QC 6.
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 prestressed concrete girders are:
2021 Standard Specifications M 41-10 Page 6-147
Concrete Structures 6-02
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 WF36G, WF42G, WF50G, WF58G, WF66G, WF74G, WF83G, WF95G, and
WF100G.
Prestressed Concrete Wide Flange Deck Girder – Refers to a prestressed concrete wide
flange I girder with extended top flange widths designed to support traffic loads, and
designed to be mechanically connected at the flange edges to adjacent girders at the
job site. WSDOT standard girders in this category include Series WF39DG, WF45DG,
WF53DG, WF61DG, WF69DG, WF77DG, WF86DG, WF98DG, and WF103DG.
Prestressed Concrete Wide Flange Thin Deck Girder – Refers to a prestressed concrete
wide flange I girder with extended top flange widths requiring a cast-in-place concrete
deck to support traffic loads. Flange edges extend to flange edges of adjacent girders
at the job site. WSDOT standard girders in this category include Series WF36TDG,
WF42TDG, WF50TDG, WF58TDG, WF66TDG, WF74TDG, WF83TDG, WF95TDG, and
WF100TDG.
Prestressed Concrete Deck Bulb Tee Girder – Refers to a prestressed concrete 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. WSDOT standard girders in this
category include Series W35DG, W41DG, W53DG, and W65DG.
Prestressed Concrete Slab Girder – Refers to a prestressed concrete slab girder, with
or without voids. Prestressed concrete ribbed section girders and prestressed concrete
double tee girders shall conform to the requirements specified for prestressed concrete
slab girders.
Prestressed Concrete Tub Girder – Refers to prestressed concrete tub girders with a U
shaped cross section, requiring a cast-in-place concrete deck to support traffic loads.
WSDOT standard girders in this category include Series U**G* or Series UF**G*, where
U specifies webs without top flanges, UF specifies webs with top flanges, ** specifies the
girder height in inches, and * specifies the bottom flange width in feet.
Spliced Prestressed Concrete Girder – Refers to prestressed concrete girders initially
fabricated in segments which are longitudinally spliced together with cast-in-place
concrete closures and post tensioning. Post tensioning materials and construction shall
conform to Section 6-02.3(26), except that ducts for prestressed concrete wide flange
I girders may be 24-gage, semi-rigid, galvanized, corrugated, ferrous metal. WSDOT
prestressed concrete wide flange I girders in this category include Series WF74PTG,
WF83PTG, WF95PTG, and WF100PTG. WSDOT prestressed concrete tub girders in this
category include Series U**PTG* and UF**PTG* where U, UF, **, and * are as defined for
prestressed concrete tub girders.
Page 6-148 2021 Standard Specifications M 41-10
6-02 Concrete Structures
6-02.3(25)A Shop Drawings
Shop drawings for prestressed concrete girders shall be submitted as Type 2 Working
Drawings. The only deviations to the Plans that will be permitted are those approved by
the annual plant approval process and those listed below:
1. Addition of inserts for construction purposes including falsework.
2. Small penetrations no larger than 1-inch diameter for construction purposes
including overhang bracket supports, deck formwork hangers and temporary girder
bracing. Penetrations in top flanges shall be offset from the edge of the flange the
minimum distance shown in the Plans.
3. Small penetrations no larger than 2-inch in diameter for girder shipping tie-downs.
4. Small adjustments in girder length to account for elastic shortening, creep and
shrinkage
5. Strand adjustments, as long as the center of gravity of the strands remains at the
location shown in the plans and concrete cover is not reduced.
6. Diaphragm web hole vertical adjustments to avoid harped strands.
7. Substitution of welded wire reinforcement for conventional reinforcing steel.
Shop drawings shall show the size and location of all inserts and penetrations.
Penetrations for deck formwork and falsework shall match the deck formwork Working
Drawings. Field-drilled holes in prestressed concrete girders are not allowed.
Deformed welded wire reinforcement conforming to Sections 9-07.7 and 9-07.8 may
be substituted for the mild steel reinforcement shown in the plans. The substitution
shall be submitted as a Type 2E Working Drawing. The AASHTO LRFD Bridge Design
Specification requirements (latest edition including interims) shall be satisfied, including at
a minimum the following Articles:
5.8.2.6 Types of Transverse Reinforcement
5.8.2.8 Design and Detailing Requirements
5.10.3 Spacing of Reinforcement
5.10.6.3 Ties
5.10.7 Transverse Reinforcement for Flexural Members
5.10.8 Shrinkage and Temperature Reinforcement
5.10.10 Pretensioned Anchorage Zones
5.11.2.5 Welded Wire Fabric
5.11.2.6.3 Anchorage of Wire Fabric Reinforcement
5.11.6 Splices of Welded Wire Fabric
Yield strengths in excess of 75.0 ksi shall not be used for welded wire reinforcement.
2021 Standard Specifications M 41-10 Page 6-149
Concrete Structures 6-02
The spacing of vertical welded wire reinforcement within slabs and girder webs shall
not exceed 18 inches or the height of the member minus 3 inches, whichever is less.
Longitudinal wires and welds are permitted in girder flanges but shall be excluded from
girder webs. For vertical welded wire reinforcement in prestressed concrete slab girders,
no welded joints other than those required for anchorage shall be permitted. Epoxy-
coated wire and welded wire reinforcement shall conform to Section 9-07.3 with the
exception that ASTM A884 Class A Type I shall be used instead of ASTM A775.
Shop drawings for spliced prestressed concrete girders shall also conform to Section
6-02.3(26)A. The Working 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.
6-02.3(25)B Prestressing
Each stressing system shall have a pressure gauge or load cell that will measure jacking
force. 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
submit a Type 1 Working Drawing consisting of one copy of this chart. 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.
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. 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.
When the Plans require temporary strands, they may be pretensioned or post-tensioned.
If they are post-tensioned, they shall be stressed on the same day that the permanent
prestress is released and prior to lifting the girder or segment. When the Plans require
continuous temporary strands for spliced prestressed concrete girders, the girder
Page 6-150 2021 Standard Specifications M 41-10
6-02 Concrete Structures
shall be spliced and the temporary strands shall be post-tensioned prior to lifting the
spliced girder.
The Contractor shall be responsible for properly sizing the anchorage plates to prevent
bursting or splitting of the concrete due to post-tensioning. The inside diameter of
the debonding sleeves for all temporary strands shall be large enough such that the
temporary strands fully retract upon cutting. Temporary strands shall be cut or released in
accordance with Section 6-02.3(25)L5.
Post-tensioning of spliced prestressed concrete girders shall conform to Section
6-02.3(26) 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. 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. 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.
3. All post-tensioning shall be completed before placing the sidewalks and barriers on
the Superstructure.
6-02.3(25)C Casting
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
prestressed concrete slab girders 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 Working Drawings, and shall remain in place.
All concrete mixes to be used shall be preapproved in the WSDOT plant certification
process. 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. For self-
consolidating concrete (SCC), the slump requirements specified above do not apply, and
are instead replaced by the target slump flow and slump flow range specified as part of
the SCC mix design.
Air-entrainment is not required in the concrete placed into prestressed concrete
girders, including cast-in-place concrete closures for spliced prestressed concrete girders.
2021 Standard Specifications M 41-10 Page 6-151
Concrete Structures 6-02
6-02.3(25)C1 Acceptance Testing of Concrete for Prestressed Concrete
Girders
Compressive strength cylinders and concrete acceptance testing shall be performed
once per prestressed concrete girder or once per fabrication line of prestressed concrete
girders. Concrete shall not be placed until fresh concrete testing indicates concrete is
within acceptable limits.
Acceptance testing shall be performed by the Contractor and test results shall be
submitted to the Engineer. Unless otherwise noted below, the test methods described
in Section 6-02.3(5)D shall be followed. Concrete compressive strength shall be in
accordance with Section 6-02.3(25)E.
Concrete that is not self-consolidating concrete will be accepted as follows:
1. Temperature within the allowable temperature band.
2. Slump below the maximum allowed.
Concrete that is self-consolidating concrete will be accepted as follows:
1. Temperature within the allowable temperature band.
2. Slump flow within the target slump flow range
3. VSI less than or equal to 1 in accordance with ASTM C1611, Appendix X1, using
Filling Procedure B.
4. J ring passing ability less than or equal to 1.5-inches.
5. Rapid assessment of static segregation resistance of self-consolidating concrete
using penetration test in accordance with ASTM C1712 shall be less than or equal to
15 mm.
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 concurs, 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. Hot air curing will not be allowed, unless
the Contractor submits Type 2 Working Drawings consisting of the 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;
Page 6-152 2021 Standard Specifications M 41-10
6-02 Concrete Structures
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 2 hours after placing the
concrete, and then increase no more than 25°F per hour to a maximum of 175°F;
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 two 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-
by 8-inch or 6- by 12-inch cylinders.
Test cylinders may be cured in a moist room or water tank in accordance with 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 two test
cylinders. The average compressive strength of the two cylinders shall be equal or greater
than the specified strength and neither cylinder shall have a compressive strength that is
more than 5 percent below the specified strength.
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
2021 Standard Specifications M 41-10 Page 6-153
Concrete Structures 6-02
Engineer. If the Contractor casts cylinders to represent more than one girder, all girders
in that line shall be cored and tested. Cores shall avoid all prestressing strands, steel
reinforcing bars and interior voids.
For prestressed concrete slab girders, a test shall consist of four cores measuring 3 inches
in diameter by 6 inches in length (for slabs) or by the thickness of the web (for ribbed and
double tee sections). Two cores shall be taken from each side of the girder with one on
each side of the girder span midpoint, at locations accepted by the Engineer. The core
locations for prestressed concrete ribbed and double tee sections shall be immediately
beneath the top flange.
For prestressed concrete tub girders, a test shall consist of four cores measuring 3 inches
in diameter by the thickness of the web. Two cores shall be taken from each web
approximately 3 feet to the left and to the right of the center of the girder span.
For all other prestressed concrete girders, a test shall consist of three cores measuring
3 inches in diameter by the thickness of the web and shall be removed from just below
the top flange; one at the midpoint of the girder’s length and the other two 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 AASHTO T 22. The Engineer may accept the girder if the average
compressive strength of the all test cores from the girder are at least 85 percent of
the specified compressive strength with no one core less than 75 percent of specified
compressive strength. If there are more than four cored holes in a girder, the prestressing
reinforcement 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.
All cored holes shall be patched and cured prior to shipment of the girder. The girder shall
not be shipped until tests show the patch material has attained a minimum compressive
strength of 4,000 psi.
If the annual plant approval includes procedures for patching cored holes, the cored
holes shall be patched in accordance with this procedure. Otherwise, the Contractor shall
submit a core hole patching procedure as a Type 2 Working Drawing.
6-02.3(25)F Prestress Release
Side and flange forms that restrain deflection shall be removed before release of the
prestressing reinforcement.
All strands shall be released in a way that will minimize eccentricity of the prestressing
force about the centerline of the girder. 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 as a Type 2E Working Drawing analyzing changes in vertical deflection,
girder lateral stability and concrete stresses in accordance with Section 6-02.3(25)L2.
Page 6-154 2021 Standard Specifications M 41-10
6-02 Concrete Structures
6-02.3(25)G Protection of Exposed Reinforcement
When a girder is removed from its casting bed, all prestressing reinforcement 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, and all steel reinforcing bars, including
welded wire fabric, projecting from the girder shall be protected in accordance with
Section 6-02.3(24)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.
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, including the top of
the bottom slab between the tub girder webs.
All other girder surfaces shall receive a Class 2 finish.
The interface on girders that contact a cast-in-place concrete 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 to ¼ inch wide, between ⅛ and ¼ inch
deep, and spaced ¼ to ½ inch apart.
On prestressed concrete wide flange deck girders, deck bulb tee girders, ribbed section
girders and double tee girders, the Contractor shall test the top surface for flatness and
make corrections in accordance with Section 6-02.3(10)D3 except that the straightedge
need not exceed the width of the girder top flange when checking the transverse
direction. The top surface shall be finished in accordance with Section 6-02.3(10)D6.
The Contractor may repair defects in prestressed concrete girders in accordance with
Section 6-01.16.
6-02.3(25)I Fabrication Tolerances
The girders shall be fabricated as shown in the processed shop drawings, 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. Length: ± ¼ inch per 25 feet of beam length,
up to a maximum of ± 1½ inches
2021 Standard Specifications M 41-10 Page 6-155
Concrete Structures 6-02
2. Width:
Flanges and webs: + ⅜ inch, - ¼ inch
Slab girders: ± ¼ inch
3. Girder Depth (overall): ± ¼ inch
4. Flange Depth: ± ¼ inch
5. Strand Position:
Individual strands: ± ¼ inch
Bundled strands: ± ½ inch
Harped strand group center of
gravity at the girder ends: ± 1 inch
6. Longitudinal Location of Harp Points for Harped
Strands from Design Locations: ± 20 inches
7. Position of an Interior Void, vertically
and horizontally: ± ½ inch
8. Bearing Recess (center of recess to girder end): ± ⅝ inch
9. Girder Ends (deviation from square or designated skew):
Horizontal: ± ⅛ inch per foot of girder width,
up to a maximum of ± ½ inch
Vertical: ± 3/16 inch per foot of girder depth,
up to a maximum of ± 1 inch
10. Bearing Area Deviation from Plane
(in length or width of bearing): ± ⅛ inch.
11. Stirrup Reinforcing Spacing: ± 1 inch.
12. Stirrup Projection from Top of Girder:
Wide flange thin deck and slab girders: ± 1/2 inch
All other girders: ± ¾ inch
13. Mild Steel Concrete Cover: - ⅛ inch, + ⅜ inch.
14. Local smoothness of any surface: ± ¼ inch. in 10 feet
15. Differential Camber between Girders in a Span (measured in place at the job site):
For wide flange deck and deck bulb tee girders with a cast-in-place reinforced
concrete deck:
Cambers shall be equalized when the differences in cambers between
adjacent girders exceeds ± ¾ inch
For wide flange deck, deck bulb tee and slab girders without a cast-in-place
reinforced deck:
Cambers shall be equalized when the differences in cambers between
adjacent girders exceeds ± ¼ inch
Page 6-156 2021 Standard Specifications M 41-10
6-02 Concrete Structures
16. Position of Inserts for Structural Connections: ± 1 inch.
17. Position of Lifting Embedments: ± 3 inches longitudinal, ± ¼ inch
transverse.
18. Weld Ties: ± ½ inch longitudinal, ± ⅛ inch
vertical.
19. Position of post tensioning ducts in
spliced prestressed concrete girders: ± ¼ inch.
20. 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 (sweep) of each girder at
the following times:
1. Initial – Upon removal of the girder from the casting bed
2. Shipment – Within 14 days prior to shipment; and
3. Erection – After girder erection and cutting temporary top strands but prior to any
equalization, welding ties or placement of diaphragms.
Horizontal alignment of the top and bottom flanges shall be checked and recorded.
Alternatively, the Contractor may check and record the horizontal alignment of the web
near mid-height of the girder. Each check shall be made by measuring the maximum offset
at mid-span relative to a chord that starts and stops at the girder ends. The Contractor
shall check and record the alignment at a time when the girder is not influenced by
temporary differences in surface temperature. Records for the initial check (item 1 above)
shall be included in the Contractor’s prestressed concrete certificate of compliance.
Records for all other checks shall be submitted as a Type 1 Working Drawing.
For each check (items 1 to 3 above), the alignment shall not be offset more than ⅛ inch
for each 10 feet of girder length. Girders not meeting this tolerance for the shipment
check (item 2 above) shall require an analysis of girder lateral stability and stresses in
accordance with Section 6-02.3(25)L2. The Contractor shall perform this analysis and
submit it as a Type 2E Working Drawing prior to shipment of the girder. Any girder that
exceeds an offset of ⅛ inch for each 10 feet of girder length for the erection check (item
3 above) shall 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 Contractor shall submit a
Type 2 Working Drawing for any required corrective action.
The maximum distance between the side of a prestressed concrete slab girder, or the
edge of the top flange of a wide flange deck, wide flange thin deck or deck bulb tee girder,
and a chord that extends the full length of the girder shall be ± ½ inch after erection
(item 3 above).
2021 Standard Specifications M 41-10 Page 6-157
Concrete Structures 6-02
6-02.3(25)K Vertical 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;
2. Shipment – Within 14 days prior to shipment;
3. Erection – After girder erection and cutting temporary top strands but prior to any
equalization, welding ties or placement of diaphragms.
At a minimum, survey data shall be taken at each girder end and at midspan. 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 (Item 1 above) shall be included in the Contractor’s Prestressed
Concrete Certificate of Compliance. Records for all other checks shall be submitted as a
Type 1 Working Drawing.
Girders with vertical deflections not meeting the limit shown in the Plans for the shipment
check (item 2 above) shall require an analysis of girder lateral stability and stresses in
accordance with Section 6-02.3(25)L2. The Contractor shall perform this analysis and
submit it as a Type 2E Working Drawing prior to shipment.
The “D” dimensions shown in the Plans are computed upper and lower bounds of girder
vertical deflections at midspan based on a time lapse of 40 and 120 days after release
of the prestressing strands. Any temporary top strands are assumed to be cut 30 days
prior to these elapsed times (10 and 90 days after release of the prestressing strands).
Any diaphragms are assumed to be placed. The “D” dimensions are intended to advise
the Contractor of the expected range of girder vertical deflection at the time of deck
placement. A positive (+) “D” dimension indicates upward deflection.
If the girder vertical deflection measured for the erection check (item 3 above) is not
between the lower “D” dimension bound shown in the Plans and the upper “D” dimension
bound shown in the Plans plus ¾ inches, the Engineer may require corrective action. The
Contractor shall submit a Type 2 Working Drawing for any required corrective action.
6-02.3(25)L Handling and Storage
The Contractor shall be responsible for safely lifting, shipping, and erecting prestressed
concrete girders.
During handling and storage, each prestressed concrete girder shall always be kept plumb
and upright. It shall be lifted only by the lifting embedments (strand lift loops or high-
strength threaded steel bars) at either end.
The Contract documents may provide shipping and handling details for girders including
lifting embedment locations (L), shipping support locations (L1 and L2), minimum
shipping support rotational spring constants (Kθ), minimum shipping support center-to-
center wheel spacings (Wcc), vertical deflections and number of temporary top strands.
Page 6-158 2021 Standard Specifications M 41-10
6-02 Concrete Structures
These shipping and handling details have been determined in accordance with Section
6-02.3(25)L2 and are suggested only.
The Contractor shall submit a Type 2E Working Drawing analyzing girder lateral stability
and concrete stresses during lifting, storage, shipping and erection in accordance with
Section 6-02.3(25)L2 in the following cases:
1. If any of the analysis assumptions listed in Section 6-02.3(25)L2 are invalid.
Determination of validity shall be made by the Contractor, except that analysis
assumptions shall be considered invalid if the actual values are outside of the
provided tolerances.
2. If the Contractor intends to use shipping and handling details different than those
provided in the Contract documents.
3. If the Contract documents do not provide shipping and handling details.
6-02.3(25)L1 Lifting and Handling Devices
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 centroid of the strand lift loops shall
be 3 feet. The loops for all prestressed concrete girders, with the exception of prestressed
concrete slab girders, shall project a minimum of 1′-6″ from the top of the girder. The
loops for prestressed concrete slab girders shall project a minimum of 4 inches. Loops
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 1⅜-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. 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.
6-02.3(25)L2 Girder Lateral Stability and Stress Analysis
Analysis for girder lateral stability and concrete stresses during lifting, storage, shipping
and erection shall be in accordance with the PCI Recommended Practice for Lateral Stability
of Precast, Prestressed Concrete Bridge Girders, First Edition, Publication CB-02-16-E
and the AASHTO LRFD Bridge Design Specifications edition identified in the Contract
documents. The following design criteria shall be met:
1. Factor of Safety against cracking shall be at least 1.0
2021 Standard Specifications M 41-10 Page 6-159
Concrete Structures 6-02
2. Factor of Safety against failure shall be at least 1.5
3. Factor of Safety against rollover shall be at least 1.5
4. Prestressed concrete girder stresses shall be limited to the following values at all
stages of construction and in service:
Condition Stress Location Allowable Stress (ksi)
Temporary
Stress at
Transfer and
Lifting from
Casting Bed
Tensile
In areas without bonded
reinforcement sufficient to resist the
tensile force in the concrete
6-02.3(25)L3 Allowable Stresses
Prestressed concrete girder stresses shall be limited to the following values at all
stages of construction and in service:
Condition Stress Location Allowable Stress (ksi)
Temporary
Stress at
Transfer and
Lifting from
Casting Bed
Tensile
In areas without bonded
reinforcement sufficient to resist the
tensile force in the concrete
0.0948𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐′≤0.2
In areas with bonded reinforcement
sufficient to resist the tensile force in
the concrete
0.24𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐′
Compressive All locations 0.65𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐′
Temporary
Stress at
Shipping and
Erection
Tensile
In areas without bonded
reinforcement sufficient to resist the
tensile force in the concrete 0.0948𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′≤0.2
In areas with bonded reinforcement
sufficient to resist the tensile force in
the concrete 0.19𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
In areas with bonded reinforcement
sufficient to resist the tensile force in
the concrete when shipping at 6%
superelevation, without impact
0.24𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Compressive All locations 0.65𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Final
Stresses at
Service Load
Tensile Precompressed tensile zone 0.0
Compressive
Effective prestress and permanent
loads 0.45𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Effective prestress, permanent loads
and transient (live) loads 0.60𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Final
Stresses at
Fatigue Load
Compressive
Fatigue I Load Combination plus
one-half effective prestress and
permanent loads
0.40𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Variables are as defined in the AASHTO LRFD Bridge Design Specifications.
In areas with bonded reinforcement
sufficient to resist the tensile force in
the concrete
6-02.3(25)L3 Allowable Stresses
Prestressed concrete girder stresses shall be limited to the following values at all
stages of construction and in service:
Condition Stress Location Allowable Stress (ksi)
Temporary
Stress at
Transfer and
Lifting from
Casting Bed
Tensile
In areas without bonded
reinforcement sufficient to resist the
tensile force in the concrete
0.0948𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐′≤0.2
In areas with bonded reinforcement
sufficient to resist the tensile force in
the concrete
0.24𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐′
Compressive All locations 0.65𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐′
Temporary
Stress at
Shipping and
Erection
Tensile
In areas without bonded
reinforcement sufficient to resist the
tensile force in the concrete 0.0948𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′≤0.2
In areas with bonded reinforcement
sufficient to resist the tensile force in
the concrete 0.19𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
In areas with bonded reinforcement
sufficient to resist the tensile force in
the concrete when shipping at 6%
superelevation, without impact
0.24𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Compressive All locations 0.65𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Final
Stresses at
Service Load
Tensile Precompressed tensile zone 0.0
Compressive
Effective prestress and permanent
loads 0.45𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Effective prestress, permanent loads
and transient (live) loads 0.60𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Final
Stresses at
Fatigue Load
Compressive
Fatigue I Load Combination plus
one-half effective prestress and
permanent loads
0.40𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Variables are as defined in the AASHTO LRFD Bridge Design Specifications.
Compressive All locations
6-02.3(25)L3 Allowable Stresses
Prestressed concrete girder stresses shall be limited to the following values at all
stages of construction and in service:
Condition Stress Location Allowable Stress (ksi)
Temporary
Stress at
Transfer and
Lifting from
Casting Bed
Tensile
In areas without bonded
reinforcement sufficient to resist the
tensile force in the concrete
0.0948𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐′≤0.2
In areas with bonded reinforcement
sufficient to resist the tensile force in
the concrete
0.24𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐′
Compressive All locations 0.65𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐′
Temporary
Stress at
Shipping and
Erection
Tensile
In areas without bonded
reinforcement sufficient to resist the
tensile force in the concrete 0.0948𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′≤0.2
In areas with bonded reinforcement
sufficient to resist the tensile force in
the concrete 0.19𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
In areas with bonded reinforcement
sufficient to resist the tensile force in
the concrete when shipping at 6%
superelevation, without impact
0.24𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Compressive All locations 0.65𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Final
Stresses at
Service Load
Tensile Precompressed tensile zone 0.0
Compressive
Effective prestress and permanent
loads 0.45𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Effective prestress, permanent loads
and transient (live) loads 0.60𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Final
Stresses at
Fatigue Load
Compressive
Fatigue I Load Combination plus
one-half effective prestress and
permanent loads
0.40𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Variables are as defined in the AASHTO LRFD Bridge Design Specifications.
Temporary
Stress at
Shipping and
Erection
Tensile
In areas without bonded
reinforcement sufficient to resist the
tensile force in the concrete
6-02.3(25)L3 Allowable Stresses
Prestressed concrete girder stresses shall be limited to the following values at all
stages of construction and in service:
Condition Stress Location Allowable Stress (ksi)
Temporary
Stress at
Transfer and
Lifting from
Casting Bed
Tensile
In areas without bonded
reinforcement sufficient to resist the
tensile force in the concrete
0.0948𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐′≤0.2
In areas with bonded reinforcement
sufficient to resist the tensile force in
the concrete
0.24𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐′
Compressive All locations 0.65𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐′
Temporary
Stress at
Shipping and
Erection
Tensile
In areas without bonded
reinforcement sufficient to resist the
tensile force in the concrete 0.0948𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′≤0.2
In areas with bonded reinforcement
sufficient to resist the tensile force in
the concrete 0.19𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
In areas with bonded reinforcement
sufficient to resist the tensile force in
the concrete when shipping at 6%
superelevation, without impact
0.24𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Compressive All locations 0.65𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Final
Stresses at
Service Load
Tensile Precompressed tensile zone 0.0
Compressive
Effective prestress and permanent
loads 0.45𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Effective prestress, permanent loads
and transient (live) loads 0.60𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Final
Stresses at
Fatigue Load
Compressive
Fatigue I Load Combination plus
one-half effective prestress and
permanent loads
0.40𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Variables are as defined in the AASHTO LRFD Bridge Design Specifications.
In areas with bonded reinforcement
sufficient to resist the tensile force in
the concrete
6-02.3(25)L3 Allowable Stresses
Prestressed concrete girder stresses shall be limited to the following values at all
stages of construction and in service:
Condition Stress Location Allowable Stress (ksi)
Temporary
Stress at
Transfer and
Lifting from
Casting Bed
Tensile
In areas without bonded
reinforcement sufficient to resist the
tensile force in the concrete
0.0948𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐′≤0.2
In areas with bonded reinforcement
sufficient to resist the tensile force in
the concrete
0.24𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐′
Compressive All locations 0.65𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐′
Temporary
Stress at
Shipping and
Erection
Tensile
In areas without bonded
reinforcement sufficient to resist the
tensile force in the concrete 0.0948𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′≤0.2
In areas with bonded reinforcement
sufficient to resist the tensile force in
the concrete 0.19𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
In areas with bonded reinforcement
sufficient to resist the tensile force in
the concrete when shipping at 6%
superelevation, without impact
0.24𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Compressive All locations 0.65𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Final
Stresses at
Service Load
Tensile Precompressed tensile zone 0.0
Compressive
Effective prestress and permanent
loads 0.45𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Effective prestress, permanent loads
and transient (live) loads 0.60𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Final
Stresses at
Fatigue Load
Compressive
Fatigue I Load Combination plus
one-half effective prestress and
permanent loads
0.40𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Variables are as defined in the AASHTO LRFD Bridge Design Specifications.
In areas with bonded reinforcement
sufficient to resist the tensile force
in the concrete when shipping at 6%
superelevation, without impact
6-02.3(25)L3 Allowable Stresses
Prestressed concrete girder stresses shall be limited to the following values at all
stages of construction and in service:
Condition Stress Location Allowable Stress (ksi)
Temporary
Stress at
Transfer and
Lifting from
Casting Bed
Tensile
In areas without bonded
reinforcement sufficient to resist the
tensile force in the concrete
0.0948𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐′≤0.2
In areas with bonded reinforcement
sufficient to resist the tensile force in
the concrete
0.24𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐′
Compressive All locations 0.65𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐′
Temporary
Stress at
Shipping and
Erection
Tensile
In areas without bonded
reinforcement sufficient to resist the
tensile force in the concrete 0.0948𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′≤0.2
In areas with bonded reinforcement
sufficient to resist the tensile force in
the concrete 0.19𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
In areas with bonded reinforcement
sufficient to resist the tensile force in
the concrete when shipping at 6%
superelevation, without impact
0.24𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Compressive All locations 0.65𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Final
Stresses at
Service Load
Tensile Precompressed tensile zone 0.0
Compressive
Effective prestress and permanent
loads 0.45𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Effective prestress, permanent loads
and transient (live) loads 0.60𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Final
Stresses at
Fatigue Load
Compressive
Fatigue I Load Combination plus
one-half effective prestress and
permanent loads
0.40𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Variables are as defined in the AASHTO LRFD Bridge Design Specifications.
Compressive All locations
6-02.3(25)L3 Allowable Stresses
Prestressed concrete girder stresses shall be limited to the following values at all
stages of construction and in service:
Condition Stress Location Allowable Stress (ksi)
Temporary
Stress at
Transfer and
Lifting from
Casting Bed
Tensile
In areas without bonded
reinforcement sufficient to resist the
tensile force in the concrete
0.0948𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐′≤0.2
In areas with bonded reinforcement
sufficient to resist the tensile force in
the concrete
0.24𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐′
Compressive All locations 0.65𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐′
Temporary
Stress at
Shipping and
Erection
Tensile
In areas without bonded
reinforcement sufficient to resist the
tensile force in the concrete 0.0948𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′≤0.2
In areas with bonded reinforcement
sufficient to resist the tensile force in
the concrete 0.19𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
In areas with bonded reinforcement
sufficient to resist the tensile force in
the concrete when shipping at 6%
superelevation, without impact
0.24𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Compressive All locations 0.65𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Final
Stresses at
Service Load
Tensile Precompressed tensile zone 0.0
Compressive
Effective prestress and permanent
loads 0.45𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Effective prestress, permanent loads
and transient (live) loads 0.60𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Final
Stresses at
Fatigue Load
Compressive
Fatigue I Load Combination plus
one-half effective prestress and
permanent loads
0.40𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Variables are as defined in the AASHTO LRFD Bridge Design Specifications.
Final Stresses
at Service
Load
Tensile Precompressed tensile zone
6-02.3(25)L3 Allowable Stresses
Prestressed concrete girder stresses shall be limited to the following values at all
stages of construction and in service:
Condition Stress Location Allowable Stress (ksi)
Temporary
Stress at
Transfer and
Lifting from
Casting Bed
Tensile
In areas without bonded
reinforcement sufficient to resist the
tensile force in the concrete
0.0948𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐′≤0.2
In areas with bonded reinforcement
sufficient to resist the tensile force in
the concrete
0.24𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐′
Compressive All locations 0.65𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐′
Temporary
Stress at
Shipping and
Erection
Tensile
In areas without bonded
reinforcement sufficient to resist the
tensile force in the concrete 0.0948𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′≤0.2
In areas with bonded reinforcement
sufficient to resist the tensile force in
the concrete 0.19𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
In areas with bonded reinforcement
sufficient to resist the tensile force in
the concrete when shipping at 6%
superelevation, without impact
0.24𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Compressive All locations 0.65𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Final
Stresses at
Service Load
Tensile Precompressed tensile zone 0.0
Compressive
Effective prestress and permanent
loads 0.45𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Effective prestress, permanent loads
and transient (live) loads 0.60𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Final
Stresses at
Fatigue Load
Compressive
Fatigue I Load Combination plus
one-half effective prestress and
permanent loads
0.40𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Variables are as defined in the AASHTO LRFD Bridge Design Specifications.
Compressive
Effective prestress and permanent
loads
6-02.3(25)L3 Allowable Stresses
Prestressed concrete girder stresses shall be limited to the following values at all
stages of construction and in service:
Condition Stress Location Allowable Stress (ksi)
Temporary
Stress at
Transfer and
Lifting from
Casting Bed
Tensile
In areas without bonded
reinforcement sufficient to resist the
tensile force in the concrete
0.0948𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐′≤0.2
In areas with bonded reinforcement
sufficient to resist the tensile force in
the concrete
0.24𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐′
Compressive All locations 0.65𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐′
Temporary
Stress at
Shipping and
Erection
Tensile
In areas without bonded
reinforcement sufficient to resist the
tensile force in the concrete 0.0948𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′≤0.2
In areas with bonded reinforcement
sufficient to resist the tensile force in
the concrete 0.19𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
In areas with bonded reinforcement
sufficient to resist the tensile force in
the concrete when shipping at 6%
superelevation, without impact
0.24𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Compressive All locations 0.65𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Final
Stresses at
Service Load
Tensile Precompressed tensile zone 0.0
Compressive
Effective prestress and permanent
loads 0.45𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Effective prestress, permanent loads
and transient (live) loads 0.60𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Final
Stresses at
Fatigue Load
Compressive
Fatigue I Load Combination plus
one-half effective prestress and
permanent loads
0.40𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Variables are as defined in the AASHTO LRFD Bridge Design Specifications.
Effective prestress, permanent loads
and transient (live) loads
6-02.3(25)L3 Allowable Stresses
Prestressed concrete girder stresses shall be limited to the following values at all
stages of construction and in service:
Condition Stress Location Allowable Stress (ksi)
Temporary
Stress at
Transfer and
Lifting from
Casting Bed
Tensile
In areas without bonded
reinforcement sufficient to resist the
tensile force in the concrete
0.0948𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐′≤0.2
In areas with bonded reinforcement
sufficient to resist the tensile force in
the concrete
0.24𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐′
Compressive All locations 0.65𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐′
Temporary
Stress at
Shipping and
Erection
Tensile
In areas without bonded
reinforcement sufficient to resist the
tensile force in the concrete 0.0948𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′≤0.2
In areas with bonded reinforcement
sufficient to resist the tensile force in
the concrete 0.19𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
In areas with bonded reinforcement
sufficient to resist the tensile force in
the concrete when shipping at 6%
superelevation, without impact
0.24𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Compressive All locations 0.65𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Final
Stresses at
Service Load
Tensile Precompressed tensile zone 0.0
Compressive
Effective prestress and permanent
loads 0.45𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Effective prestress, permanent loads
and transient (live) loads 0.60𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Final
Stresses at
Fatigue Load
Compressive
Fatigue I Load Combination plus
one-half effective prestress and
permanent loads
0.40𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Variables are as defined in the AASHTO LRFD Bridge Design Specifications.
Final Stresses
at Fatigue
Load
Compressive
Fatigue I Load Combination plus
one-half effective prestress and
permanent loads
6-02.3(25)L3 Allowable Stresses
Prestressed concrete girder stresses shall be limited to the following values at all
stages of construction and in service:
Condition Stress Location Allowable Stress (ksi)
Temporary
Stress at
Transfer and
Lifting from
Casting Bed
Tensile
In areas without bonded
reinforcement sufficient to resist the
tensile force in the concrete
0.0948𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐′≤0.2
In areas with bonded reinforcement
sufficient to resist the tensile force in
the concrete
0.24𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐′
Compressive All locations 0.65𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐′
Temporary
Stress at
Shipping and
Erection
Tensile
In areas without bonded
reinforcement sufficient to resist the
tensile force in the concrete 0.0948𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′≤0.2
In areas with bonded reinforcement
sufficient to resist the tensile force in
the concrete 0.19𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
In areas with bonded reinforcement
sufficient to resist the tensile force in
the concrete when shipping at 6%
superelevation, without impact
0.24𝜆𝜆𝜆𝜆�𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Compressive All locations 0.65𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Final
Stresses at
Service Load
Tensile Precompressed tensile zone 0.0
Compressive
Effective prestress and permanent
loads 0.45𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Effective prestress, permanent loads
and transient (live) loads 0.60𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Final
Stresses at
Fatigue Load
Compressive
Fatigue I Load Combination plus
one-half effective prestress and
permanent loads
0.40𝑓𝑓𝑓𝑓𝑐𝑐𝑐𝑐′
Variables are as defined in the AASHTO LRFD Bridge Design Specifications.Variables are as defined in the AASHTO LRFD Bridge Design Specifications.
The analysis shall address any effects on girder vertical deflection (camber), “A”
dimensions at centerline of bearings and deck screed cambers (C).
Suggested shipping and handling details provided in the Contract documents have been
determined using the following analysis assumptions:
1. Girder dimensions, strand locations and lifting embedment locations are within the
tolerances specified in Section 6-02.3(25)I
2. Girder horizontal alignment (sweep) is within the tolerance specified in
Section 6-02.3(25)J
3. Girder vertical deflection (camber) at midspan is less than or equal to the value
shown in the Plans for shipping
Page 6-160 2021 Standard Specifications M 41-10
6-02 Concrete Structures
4. Minimum concrete compressive strength at release (f’ci) has been reached before
initial lifting from casting bed. Minimum concrete compressive strength at 28 days
(f’c) has been reached before shipping.
5. Height of girder bottom above roadway at shipping supports is less than or equal to
72 inches
6. Height of shipping support roll center above roadway is 24 inches, ± 2 inches
7. Shipping support longitudinal placement (L1 and L2) tolerance is ± 6 inches
8. Shipping support lateral placement tolerance is ±1 inches
9. Shipping supports provide the minimum shipping support rotational spring constant
(Kθ) and minimum shipping support center-to-center wheel spacings (Wcc) shown in
the Plans
10. For shipping at highway speeds a ±20 percent dynamic load allowance (impact) is
included with a typical roadway superelevation of 2 percent
11. For turning at slow speeds, no dynamic load allowance (impact) is included with a
maximum roadway superelevation of 6 percent
12. Wind, centrifugal and seismic forces are not considered
6-02.3(25)L3 Girder Storage
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 2 to 3 feet from the girder ends. After post-
tensioning, spliced prestressed concrete girders shall be supported at points between
2 and 5 feet from the girder ends, unless otherwise shown in the Plans. For long-term
storage of girders with initial horizontal curvature, the Contractor may wedge one 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)L4 Girder Shipping
After the girder has reached its 28-day design strength, the girder and a completed
Certification of Compliance, signed by a Precast/Prestressed Concrete Institute Certified
Technician or a Professional Engineer, 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 prestressed concrete slab girder shall be shipped for at least 3 days after concrete
placement. No prestressed concrete wide flange deck, deck bulb tee or tub girder shall
be shipped for at least 7 days after concrete placement, except that they 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 prestressed
concrete wide flange deck and deck bulb tee girders) or the bottom flange width (for
2021 Standard Specifications M 41-10 Page 6-161
Concrete Structures 6-02
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 locations during shipping shall be no closer than the girder depth to the
ends of the girder at the girder centerline.
If the Contractor elects to assemble spliced prestressed concrete girders into shipping
configurations not shown in the Contract documents, the Contractor shall submit a Type
2E Working Drawing analyzing girder lateral stability and concrete stresses in accordance
with Section 6-02.3(25)L2 before shipping.
6-02.3(25)L5 Girder Erection
Before erecting any prestressed concrete girders, the Contractor shall submit an erection
plan as a Type 2E Working Drawing. The erection plan shall provide complete details of
the erection process including at a minimum:
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 in accordance with
Section 6-02.3(25)L2;
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);
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; and
8. Plans and calculations for all temporary support and bracing systems to resist all
anticipated construction loads through construction of the bridge deck.
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 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. When the girders are to receive a cast-in-place
concrete deck, lifting embedments shall be removed after erection to provide a minimum
2½-inch clearance to the top of the deck. When the girders are not to receive a cast-in-
place concrete deck, lifting embedments shall be removed 1-inch below the girder surface
and grouted with an epoxy grout conforming to Section 9-26.3(1)A.
Page 6-162 2021 Standard Specifications M 41-10
6-02 Concrete Structures
The girders shall be braced in accordance with Sections 6-02.3(17)F4 and 6-02.3(17)F5.
When temporary strands in the top flange are used, they shall be cut after the girders are
braced and before the girder deflections are equalized and the intermediate diaphragms
are cast.
Instead of the oak block wedges shown in the Plans, the Contractor may use Douglas fir
blocks if the grain is vertical. The height of oak block wedges at the girder centerline shall
not exceed the width.
The Contractor shall fill all block-out holes with a mortar or grout acceptable to the
Engineer.
Stop plates and dowel bars for prestressed concrete girders shall be set with either
epoxy grout conforming to Section 9-26.3 or type IV epoxy bonding agent conforming to
Section 9-26.1.
6-02.3(25)M Girder to Girder Connections
When differential camber between adjacent girders in a span exceeds the tolerance
in Section 6-02.3(25)I, the Contractor shall submit a method of equalizing deflections
as a Type 1 Working Drawing. Any temporary strands in the top flange shall be cut in
accordance with Section 6-02.3(25)L5 prior to equalizing girder deflections.
Prestressed concrete girders shall be constructed in the following sequence:
1. If required, deflections shall be equalized in accordance with the Contractor’s
equalization plan.
2. Any intermediate diaphragms shall be placed and any weld ties shall be welded in
accordance with Section 6-03.3(25). Welding ground shall be attached directly to the
steel plates being welded when welding the weld-ties.
3. Any keyways between adjacent girders shown in the Plans to receive grout
shall be filled flush with the surrounding surfaces using a grout conforming to
Section 9-20.3(2).
4. Equalization equipment shall not be removed and other construction equipment shall
not be placed on the structure until intermediate diaphragms and keyway grout have
attained a minimum compressive strength of 2,500 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 bridge 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 bridge deck shall, by design, resist girder
contraction as little as possible.
2021 Standard Specifications M 41-10 Page 6-163
Concrete Structures 6-02
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.
6-02.3(26)A Shop Drawings
Before casting the structural elements, the Contractor shall submit Type 2E Working
Drawings of the prestressing system shop drawings.
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, anchorage devices, anchorage
device efficiency and acceptance test results and records, 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 acceptance.
Page 6-164 2021 Standard Specifications M 41-10
6-02 Concrete Structures
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.
The Contractor may deviate from the processed shop drawings only after submitting a
new Type 2E Working Drawing that describes the proposed changes.
Before physical completion of the project, the Contractor shall provide the Engineer
with reproducible originals of the shop drawings and any processed changes. The shop
drawings shall be provided in an electronic format.
6-02.3(26)B General Requirements for Anchorages
Post-tensioning reinforcement shall be secured at each end by means of an accepted
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 anchorage zone in
the vicinity of the anchorage device. This reinforcement shall be categorized into two
zones. The first or local zone shall be the concrete surrounding and immediately ahead
of the anchorage device. The second or general zone shall be the overall anchorage zone,
including the local zone.
The steel reinforcing bars required for concrete confinement in the local zone shall
be determined by the post-tensioning system supplier and shall be shown in the shop
drawings. The calculations shall be submitted with the shop drawings. The 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 general zone shall be as shown in the Plans and
are included in the appropriate Bid items.
The Contractor shall submit Type 2E Working Drawings consisting of details, certified
test reports, and/or supporting calculations, as specified below, which verify the
structural adequacy of the anchorage devices. This requirement does not apply where
the anchorage devices have been previously accepted 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.
2021 Standard Specifications M 41-10 Page 6-165
Concrete Structures 6-02
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 a Manufacturer’s
Certificate of Compliance.
Anchorage devices shall meet the requirements listed in either Sections 6-02.3(26)C
or 6-02.3(26)D.
All anchorages shall develop at least 96 percent of the actual ultimate strength of the
prestressing steel, when tested in an unbonded state, without exceeding anticipated
set. This anchor efficiency test shall be performed, or inspected and certified, by an
independent testing agency accepted by the Engineer.
6-02.3(26)C Normal Anchorage Devices
Normal anchorage devices, defined as post-tensioning anchorage assemblies conforming
to the factored bearing resistance requirements specified in this section, shall provide a
factored bearing resistance greater than or equal to 1.2 times the maximum jacking force.
The Contractor shall submit Type 2E Working Drawings consisting of calculations showing
that the factored bearing resistances of the anchorage devices are not exceeded.
The factored bearing resistance of the anchorages shall be taken as:
Pr = φfnAb
For which fn is the lesser of:()()()
c'f
QUPfcc'f2 −
()()()
cf
QUPcoresfcf
'
'85.56.3 −
cm'f
cin
g
cin
f2.25f
and,A
Af0.7f
′=
′=
Where:
φ = Resistance factor of 0.70
A = Maximum area of the portion of the supporting surface that is similar to the loaded
area and concentric with it and does not overlap similar areas for adjacent anchorage
devices (square inches)
Ab = Effective net area of the bearing plate calculated as the area Ag, minus the area of
openings in the bearing plate (square inches)
Ag = Gross bearing area of the bearing plate calculated in accordance with the
requirements specified below (square inches)
f’ci = Nominal compressive strength of concrete at the time of application of the tendon
force (ksi)
The full bearing plate area may be used for Ag and the calculation of Ab if the plate
material does not yield at the factored tendon force and the slenderness of the bearing
plate, n/t, conforms to:
Page 6-166 2021 Standard Specifications M 41-10
6-02 Concrete Structures
(n/t) ≤ 0.08(Eb/fb)0.33
Where:
Eb = Modulus of elasticity of the bearing plate material (ksi)
fb = Stress in the anchor plate at a section taken at the edge of the wedge hole or holes
(ksi)
n = Projection of the base plate beyond the wedge hole or wedge plate, as appropriate
(inches)
t = average thickness of the bearing plate (inches)
For anchorages with separate wedge plates, n may be taken as the largest distance from
the outer edge of the wedge plate to the outer edge of the bearing plate. For rectangular
bearing plates, this distance shall be measured parallel to the edges of the bearing plate. If
the anchorage has no separate wedge plate, n may be taken as the projection beyond the
outer perimeter of the group of holes in the direction under consideration.
For bearing plates that do not meet the slenderness requirement specified above, the
effective gross bearing area, Ag, shall be taken as:
1. For anchorages with separate wedge plates, the area geometrically similar to the
wedge plate, with dimensions increased by twice the bearing plate thickness.
2. For anchorages without separate wedge plates, the area geometrically similar to the
outer perimeter of the wedge holes, with dimensions increased by twice the bearing
plate thickness.
6-02.3(26)D Special Anchorage Devices
Special anchorage devices, defined as post-tensioning anchorage assemblies that do not
conform to the factored bearing pressure requirements specified in Section 6-02.3(26)C,
shall conform to the acceptance test requirements specified below. Acceptance testing
shall be performed, or inspected and certified, by an independent testing agency accepted
by the Engineer. Results of the special anchorage device acceptance testing shall be
recorded and submitted as a Type 1 Working Drawing.
6-02.3(26)D1 Test Block Requirements
The test block shall be a rectangular prism of sufficient size to contain all the special
anchorage device components that will also be embedded in the concrete of the Structure
being post-tensioned. The arrangement of the special anchorage device components
shall conform to practical application to the project and the special anchorage device
manufacturer’s recommendations. The test block shall contain an empty duct of a size
appropriate for the maximum tendon size that can be accommodated by the special
anchorage device.
2021 Standard Specifications M 41-10 Page 6-167
Concrete Structures 6-02
6-02.3(26)D2 Test Block Dimensions
The dimensions of the test block perpendicular to the tendon in each direction shall be
the smaller of twice the minimum edge distance or the minimum spacing specified by the
special anchorage device manufacturer, with the stipulation that the concrete cover over
any confining reinforcing steel or supplementary skin reinforcement shall be appropriate
for the project-specific application and circumstances. The length of the block along the
axis of the tendon shall be at least two times the larger of the cross-section dimensions.
6-02.3(26)D3 Local Zone Reinforcement for Confinement
The confining reinforcing steel in the local zone of the test block shall be the same as that
recommended by the special anchorage device manufacturer.
6-02.3(26)D4 Supplementary Skin Reinforcement
In addition to the special anchorage device and the associated local zone reinforcement
for confinement, supplementary skin reinforcement may be provided throughout the
test block. Such supplementary skin reinforcement shall be as specified by the special
anchorage device manufacturer, but shall not exceed a volumetric ratio of 0.01.
The Contractor shall furnish and install supplementary skin reinforcement in the
anchorage zone of the Structure similar in configuration and equivalent in volumetric ratio
to the supplementary skin reinforcement used in the test block at no additional cost to
the Contracting Agency. The steel reinforcing bars shown in the Plans in corresponding
portions of the general zone may be counted toward this reinforcement requirement.
6-02.3(26)D5 Test Block Concrete Strength
The compressive strength of the test block at the time of acceptance testing shall not
exceed the compressive strength of the Structure being post-tensioned at the time of
post-tensioning.
6-02.3(26)D6 Special Anchorage Device Acceptance Testing
Special anchorage device acceptance testing shall be conducted in accordance with one
of the following test methods:
1. Cyclic load test.
2. Sustained load test.
3. Monotonic load test.
The loads specified for the tests are specified in fractions of the ultimate load Fpu of
the largest tendon that the special anchorage device is designed to accommodate. The
specimen shall be loaded in accordance with conventional usage of the device in post-
tensioning applications, except that the load may be applied directly to the wedge plate or
equivalent area.
Page 6-168 2021 Standard Specifications M 41-10
6-02 Concrete Structures
6-02.3(26)D7 Cyclic Loading Test
A load of 0.8Fpu shall be applied. The load shall then be cycled between 0.1Fpu and 0.8Fpu
until crack widths stabilize, but for not less than ten cycles. Crack widths are considered
stabilized if they do not change by more than 0.001 inches over the last three readings.
Upon completion of the cyclic loading portion of the test, the specimen shall be loaded to
failure, or, if limited by the capacity of the loading equipment, to at least 1.1Fpu.
Crack widths and crack patterns shall be recorded at the initial load of 0.8Fpu, at least at
the last three consecutive peak loadings before termination of the cyclic loading portion
of the test, and at 0.9Fpu. The maximum load shall also be reported.
6-02.3(26)D8 Sustained Loading Test
A load of 0.8Fpu shall be applied and held constant until crack widths stabilize, but not
less than 48 hours. Crack widths are considered stabilized if they do not change by more
than 0.001 inches over the last three readings. Upon completion of the sustained loading
portion of the test, the specimen shall be loaded to failure, or, if limited by the capacity of
the loading equipment, to at least 1.1Fpu.
Crack widths and crack patterns shall be recorded at the initial load of 0.8Fpu, at least
three times at intervals of not less than 4 hours during the last 12 hours of the sustained
loading time period, and at 0.9Fpu. The maximum load shall also be reported.
6-02.3(26)D9 Monotonic Loading Test
A load of 0.9Fpu shall be applied and held constant for 1 hour. Upon completion of the
1-hour load hold period, the specimen shall be loaded to failure, or, if limited by the
capacity of the loading equipment, to at least 1.2Fpu.
Crack widths and crack patterns shall be recorded at 0.9Fpu, at the conclusion of the
1-hour load hold period, and at 1.0Fpu. The maximum load shall also be reported.
6-02.3(26)D10 Special Anchorage Device Test Performance Requirements
The test block shall conform to the following load requirements under test load:
1. The maximum test load for cyclic loading and sustained loading tests shall be 1.1Fpu
minimum.
2. The maximum test load for monotonic loading tests shall be 1.2Fpu minimum.
The test block shall conform to the following crack width requirements under test load:
1. Cracks shall not exceed 0.010 inches in width at 0.8Fpu at completion of the cyclic
loading test or sustained loading test, or at 0.9Fpu after the 1-hour load hold period
of the monotonic loading test.
2. Cracks shall not exceed 0.016 inches at 0.9Fpu for the cyclic loading test or the
sustained loading test, or at 1.0Fpu for the monotonic loading test.
2021 Standard Specifications M 41-10 Page 6-169
Concrete Structures 6-02
6-02.3(26)D11 Test Series Requirements
A test series shall consist of three test specimens. Each one of the tested specimens
shall conform to the acceptance criteria specified above. If one of the three specimens
fails to pass the test, a supplementary test series of three additional specimens shall
be conducted. The three additional test specimens shall conform to the specified
acceptance criteria.
6-02.3(26)D12 Special Anchorage Device Acceptance Testing Results
Report
The special anchorage device acceptance testing results report shall be a Type 1 Working
Drawing consisting of the following:
1. Dimensions of the test specimen.
2. Working drawings with details and dimensions of the special anchorage device,
including all confining reinforcing steel.
3. Amount and arrangement of supplementary skin reinforcement.
4. Type and yield strength of reinforcing steel.
5. Type and compressive strength of the concrete at the time of testing.
6. Type of testing procedure and all measurements specified for each specimen under
the test.
The special anchorage device manufacturer shall specify auxiliary and confining
reinforcement, minimum edge distance, minimum anchor spacing, and minimum concrete
strength at the time of stressing required for proper performance of the local zone.
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 allowed by the Engineer.
6-02.3(26)E1 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 accepted plastic material.
Page 6-170 2021 Standard Specifications M 41-10
6-02 Concrete Structures
Polyethylene ducts shall conform to ASTM D3350 with a cell classification of 345464A.
Polypropylene ducts shall conform to ASTM D4101 with a cell classification range
of PP0340B14541 to PP0340B67884. Resins used for duct fabrication shall have a
minimum oxidation induction time of 20 minutes, in accordance with ASTM D3895,
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.
All duct splices, joints, couplings, and connections to anchorages shall be made with
devices or methods (mechanical couplers, plastic sleeves, shrink sleeves) that are accepted
by the duct manufacturer and produce a smooth interior alignment with no lips or kinks.
All connections and fittings shall be air and mortar tight. Taping is not acceptable for
connections and fittings.
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.
2021 Standard Specifications M 41-10 Page 6-171
Concrete Structures 6-02
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 three 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 concurrence.
6-02.3(26)E2 Ducts for External Exposed Installation
Duct shall be high-density polyethylene (HDPE) conforming to ASTM D3035. The cell
classification for each property listed in the table below:
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
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 D3035 or the hydrostatic design stresses of ASTM F714 at 73°F. The
inside diameter through the coupled length shall not be less than that produced by the
dimensional tolerances specified in ASTM D3035.
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 a Type 2 Working Drawing consisting of 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:
Page 6-172 2021 Standard Specifications M 41-10
6-02 Concrete Structures
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 three 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 Engineer may require the HDPE pipe welder to demonstrate test HDPE pipe welding
before receiving final acceptance.
6-02.3(26)E3 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.
6-02.3(26)E4 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 A240 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 D3895. 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 F2136.
All fasteners shall be appropriate for use with plastic ducts, and all clamps shall be of an
accepted 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.
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
2021 Standard Specifications M 41-10 Page 6-173
Concrete Structures 6-02
otherwise specified by the Engineer. Vents, except for grout injection, are not required for
transverse post-tensioning ducts in the bridge deck 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 A240 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 A240 Type 316L.
6-02.3(26)E5 Leak Tightness Testing
The Contractor shall test each completed duct assembly for leak tightness after placing
concrete but prior to placing post-tensioning reinforcement. The Contractor shall submit a
Type 2 Working Drawing consisting of 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 along
with the post-tensioning system shop drawings in accordance with Section 6-02.3(26)A.
Prior to testing, all grout caps shall be installed and 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 five minutes to allow for internal adjustments within the assembly.
After five 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 one minute following the closure of the air supply valve.
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. If the pressure loss exceeds the allowable, locations of leakage
shall be identified, repaired or reconstructed using methods accepted by the Engineer.
The repaired system shall then be 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.
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 acceptance.
Page 6-174 2021 Standard Specifications M 41-10
6-02 Concrete Structures
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
section loss. If the prestressing reinforcement will not be stressed and grouted for more
than 7 calendar days after it is placed in the ducts, the Contractor shall place an accepted
corrosion inhibitor conforming to Federal Specification MIL-I-22110C 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 of producing a jacking force of at least
81 percent of the specified tensile strength of the post-tensioning reinforcement.
2. Jacking force test capacity shall be at least 95 percent of the specified tensile
strength 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. When tensioning takes place prior to 28-day compressive
strength testing on concrete sampled in accordance with Section 6-02.3(25)H,
compressive strength shall be verified on field cured cylinders in accordance with the
FOP for AASHTO T23.
2. The Engineer is satisfied that all strands are free in the ducts.
2021 Standard Specifications M 41-10 Page 6-175
Concrete Structures 6-02
Tendons shall be tensioned to the values shown in the Plans (or processed 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 processed 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 one
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.
These stress limits apply to all tendons (unless the Plans set other limits):
1. During jacking prior to seating: 90 percent of the yield strength of the steel.
2. At anchorages after seating: 70 percent of the specified tensile strength of the steel.
3. At service limit state after losses: 80 percent of the yield strength of the steel.
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 accepted by the Engineer:
Early in the project, the post-tensioning supplier shall test, in place, two
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 the specified tensile strength 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 as a Type 2E Working
Drawing. The apparatus and methods used to perform the tests shall be proposed by
the post-tensioning supplier and be subject to the Engineer’s acceptance.
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.
Page 6-176 2021 Standard Specifications M 41-10
6-02 Concrete Structures
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 accepted 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
accepted calculated force nor more than 70 percent of the specified tensile strength of
the prestressing steel or as accepted 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
accepted calculated force or as accepted 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.
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 Type 2 Working Drawing consisting of the grouting
operation Plan. 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.
2021 Standard Specifications M 41-10 Page 6-177
Concrete Structures 6-02
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.
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 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;
Page 6-178 2021 Standard Specifications M 41-10
6-02 Concrete Structures
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 one-way
flow of grout. This standby equipment shall be able to pump at 250 psig.
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 T 813 and stored in accordance
with 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.
6-02.4 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
processed changes).
The Contracting Agency will pay for no concrete placed below the established elevation
of the bottom of any footing or seal.
2021 Standard Specifications M 41-10 Page 6-179
Concrete Structures 6-02
Lean concrete will be measured by the cubic yard for the quantity of material placed
in accordance with 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.
All reinforcing steel will be measured by the computed weight of all steel required by
the Plans. The weight of mechanical splices will be based on the weight specified in the
manufacturer’s existing catalog cut for the specific item. Splices noted as optional in
the plans but installed by the Contractor will be included in the measurement. Epoxy-
coated bars will be measured before coating. The Contractor shall furnish (without
extra allowance):
1. Bracing, spreaders, form blocks, wire clips, and other fasteners.
2. Extra steel in splices not shown in the Plans or specified in the Plans as optional.
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.
Expansion joint system___seal - superstr. will be measured by the linear foot along its
completed line and slope.
Expansion joint modification will be measured by the linear foot of expansion joint
modified along its completed line and slope.
Page 6-180 2021 Standard Specifications M 41-10
6-02 Concrete Structures
Prestressed concrete girder will be measured by the linear foot of girder specified in the
Proposal.
Bridge approach slab will be measured by the square yard.
Permeon treatment will be measured by the square yard of concrete surface area
receiving the treatment.
Fabricated bearing assemblies (HLMR bearings, fabric pad bearings, transverse restrainer
bearings, and pin bearings) will be measured per each for each bearing assembly furnished
and installed.
6-02.5 Payment
Payment will be made 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 concrete curing, producing concrete
surface finish, and furnishing and applying 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 associated item of work.
“Superstructure (name bridge)”, lump sum.
All costs in connection with constructing, finishing and removing the bridge deck test
slab as specified in Section 6-02.3(10)D1 shall be included in the lump sum Contract
price for “Superstructure___” or “Bridge Deck___” for one bridge in each project, as
applicable.
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.
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.
2021 Standard Specifications M 41-10 Page 6-181
Concrete Structures 6-02
“Epoxy-Coated St. Reinf. Bar ____”, per pound.
Payment for reinforcing steel shall include the cost of drilling holes in concrete for,
and setting, steel reinforcing bar dowels with epoxy bonding agent, and furnishing,
fabricating, placing, and splicing 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 “St. Reinf. 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” shall 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.
“Expansion Joint System _____ - Superstr.”, per linear foot.
“Expansion Joint Modification - ___”, per linear foot.
“___Bearing - Superstr.”, per each.
The unit Contract price per each for “___Bearing - Superstr.” shall be full pay for
performing the Work as specified in Section 6-02.3(19), including design, testing,
and inspection.
“Modular Expansion Joint System___”, lump sum.
The lump sum Contract price for “Modular Expansion Joint System___” shall be full
pay for performing the Work as specified in Section 6-02.3(13)C.
“Prestressed Conc. Girder ___”, per linear foot.
“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.
“Permeon Treatment”, per square yard.
The unit contract price per square yard for “Permeon Treatment” shall be full pay for
performing the work as specified.
Page 6-8 2021 Standard Specifications M 41-10
6-02 Concrete Structures
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 and Related Materials 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 M270 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 M270 temperature zone 2. All AASHTO M270 material used
in what the Plans show as fracture critical members shall meet the Charpy V-notch
requirements of AASHTO M270, 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 Type 1 Working Drawings describing the methods 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.
2021 Standard Specifications M 41-10 Page 6-9
Concrete Structures 6-02
6-03.3 Construction Requirements
Structural steel fabricators of plate and box girders, floorbeams, truss members, stringers,
cross frames, diaphragms, and laterals shall be certified under the AISC Certification
Program for Steel Bridge Fabricators, Advanced Bridges Category. When fracture critical
members are specified in the Contract, structural steel fabricators shall also meet the
supplemental requirements F, Fracture Critical, under the AISC Quality Certification
Program for Steel Bridge Fabricators.
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.
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.
Page 6-10 2021 Standard Specifications M 41-10
6-02 Concrete Structures
6-03.3(7) Shop Plans
The Contractor shall submit all shop detail plans for fabricating the steel as Type 2
Working Drawings.
If these plans will be submitted directly from the fabricator, the Contractor shall so notify
the Engineer in writing.
No material shall be fabricated until: (1) the Working Drawing review is complete, and (2)
the Engineer has accepted the materials source.
Before physical completion of the project, the Contractor shall furnish the Engineer one
set of reproducible copies of the as built shop plans. 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 Engineer.
6-03.3(7)A Erection Methods
Before beginning to erect any steel Structure, the Contractor shall submit Type 2E
Working Drawings consisting of 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, at a minimum, the following:
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.
As part of the erection plan Working Drawings, the Contractor may submit details of an
engineered and fabricated lifting bracket bolted to the girder top flanges providing the
following requirements are satisfied:
1. The lifting bracket shall be engineered and supporting calculations shall be submitted
with the erection plan;
2. The calculations shall include critical stresses in the girder including local stresses in
the flanges at lifting bracket locations;
3. The calculations shall include computation of the lifting bracket and associated bolt
hole locations and the expected orientation of the girder during picking operation;
2021 Standard Specifications M 41-10 Page 6-11
Concrete Structures 6-02
4. The lifting bracket shall be load tested and certified for a load at least 2 times the
working load and at all angles it will be used (angle of load or rigging). Certification
documentation from a previous project may be submitted;
5. Bolt holes in girders added for the lifting bracket connections shall be shown in
the shop plans and shall be drilled in the shop. Field drilling of bolt holes for lifting
brackets will not be permitted;
6. Bolt holes in girder top flanges shall be filled with high strength bolts after erection
in accordance with Section 6-02.3(17)K.
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.
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 two 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.
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.
Page 6-12 2021 Standard Specifications M 41-10
6-02 Concrete Structures
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 in accordance with the
heat-straightening procedure Working Drawing submittal.
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 shall inspect the member for fractures using a method
proposed by the Contractor and accepted 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 as a Type 2 Working Drawing.
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, or as shown in the Plans.
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 acceptable to the Engineer to achieve an approximate 1⁄16-
inch chamfer or rounding.
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.
2021 Standard Specifications M 41-10 Page 6-13
Concrete Structures 6-02
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 Sections 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.
Hardness testing shall consist of testing thermal-cut edges with a portable hardness
tester. The hardness tester, and its operating test procedures, shall be submitted as a Type
1 Working Drawing. The hardness tester shall be convertible to Rockwell C scale values.
At two locations, two tests shall be performed on each thermal-cut edge, one 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 one 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 established by the steel manufacturer, and hardness testing results are
consistently within acceptable limits, the Engineer may authorize 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.
Where mill to bear is specified in the Plans, the bearing end of the stiffener shall be flush
and square with the flange and shall have at least 75 percent of this area in contact with
the flange.
Page 6-14 2021 Standard Specifications M 41-10
6-02 Concrete Structures
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.
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 A1008 or ASTM A1011 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.
2021 Standard Specifications M 41-10 Page 6-15
Concrete Structures 6-02
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.
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.
Page 6-16 2021 Standard Specifications M 41-10
6-02 Concrete Structures
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, including pedestrian Structures, shall
comply with the AASHTO/AWS D1.5M/D1.5, latest edition, 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 reviewed and accepted by
the Engineer.
Welding procedures shall accompany the shop drawing Working Drawing submittal. 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. Steel bridge
elements not subject to live load tensile stress and not welded to main members in
tension areas, such as steel expansion dams, bearings, handrail, drainage components, and
curb plates, may follow the requirements of AASHTO/AWS D1.5M/D1.5, latest edition,
Bridge Welding Code for Welding of Ancillary Products whereby qualification of welding
procedures is not required.
Welding shall not begin until completion of the shop plan Working Drawing review 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 two shorter shear
connectors joined with full-penetration welds.
In shielded metal-arc welding, the Contractor shall use low-hydrogen electrodes.
In submerged-arc welding of main load-carrying tension members and tension
components of flexural members, 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.
2021 Standard Specifications M 41-10 Page 6-17
Concrete Structures 6-02
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 concurs, 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.
The Contractor shall not:
1. Weld with electrogas or electroslag methods unless shown in the Plans or allowed by
the Engineer,
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, including pedestrian Structures, shall
be in accordance with the AASHTO/AWS D1.5M/D1.5, latest edition, Bridge Welding
Code. The Contractor’s inspection procedures, techniques, methods, acceptance criteria,
and inspector qualifications for welding of steel Structures other than steel bridges,
including pedestrian Structures, 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.
After the Contractor’s welding inspection is complete, the Contractor shall allow the
Engineer sufficient time to perform quality assurance ultrasonic welding inspection.
6-03.3(25)A1 Visual Inspection
All welds shall be 100 percent visually inspected. Visual inspection shall be performed
before, during, and after the completion of welding.
Page 6-18 2021 Standard Specifications M 41-10
6-02 Concrete Structures
6-03.3(25)A2 Radiographic Inspection
Complete penetration tension groove welds in Highway bridges and pedestrian Structures
shall be 100 percent radiographically inspected. These welds include those in the
tension area of webs, where inspection shall cover the greater of these two 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, latest edition, Bridge
Welding Code Section 6.10.14 shall be used for radiographic 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 submit the film, or electronic version with associated
viewing program, and one copy of the radiographic inspection report to the Materials
Engineer, Department of Transportation, PO Box 47365, Olympia, WA 98504-7365.
6-03.3(25)A3 Ultrasonic Inspection
Complete penetration groove welds on plates 5/16 inch and thicker in the following welded
assemblies or Structures shall be 100 percent ultrasonically inspected:
1. Welded connections and splices in Highway bridges, including pedestrian Structures,
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.
5. Washington State Ferries steel terminal Structures.
A minimum of 30 percent of complete penetration vertical welds on steel column jackets
5/16-inch and thicker, within 1.50 column jacket diameters of the top and bottom of each
column, shall be inspected. If any rejectable flaws are found, 100 percent of the weld
within the specified limits shall be inspected. The largest column cross section diameter
for tapered column jackets shall constitute one column jacket diameter.
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.
6-03.3(25)A4 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 and pedestrian Structures.
2021 Standard Specifications M 41-10 Page 6-19
Concrete Structures 6-02
b. End and intermediate pier diaphragms in Highway bridges and pedestrian
Structures.
c. Stiffeners and connection plates in Highway bridges and pedestrian Structures.
d. Welded connections and splices in earth retaining Structures.
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.
i. Washington State Ferries steel terminal Structures.
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 less than 5⁄16 inch (excluding steel
column jackets) 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. The ends of each
complete penetration groove weld at plate edges shall be tested by the magnetic
particle method.
4. A minimum of 30 percent of complete penetration vertical welds on steel column
jackets less than 5/16 inch, within 1.50 column jacket diameters of the top and bottom
of each column, shall be magnetic particle inspected. The largest column cross
section diameter for tapered column jackets shall constitute one column jacket
diameter.
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. If
any rejectable flaws are found in any test length of item 4 above, 100 percent of the weld
within the specified limits shall be inspected.
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.
Page 6-20 2021 Standard Specifications M 41-10
6-02 Concrete Structures
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 one 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.
3. Drill bolt holes in crossframes, gussets, lateral braces, and other secondary members
full size using steel templates.
The Contractor shall submit Type 2 Working Drawings consisting of 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 , except hand-held reamers may be used under the following
conditions:
1. For preparing existing holes to accept bolts during rivet replacement on existing steel
bridge painting and retrofit projects
2. Hand-held reamers shall be power driven with tapered bridge reamers as accepted
by the Engineer
3. Unless otherwise shown in the Plans, holes shall be 1/16 inch larger than the bolt
diameter specified in the Plans
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.
2021 Standard Specifications M 41-10 Page 6-21
Concrete Structures 6-02
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 one 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 Type 1 Working Drawings consisting of 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 of these
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.
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.
Page 6-22 2021 Standard Specifications M 41-10
6-02 Concrete Structures
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 five 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 one of the five 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 three 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 three 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: at least one truss panel or
girder shop section of the previous stage and two 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
2021 Standard Specifications M 41-10 Page 6-23
Concrete Structures 6-02
may be assembled to include one girder shop section from the previous stage
and one or more girder shop sections at the advancing end.
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 three
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 one 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) Welded Shear Connectors
Installation, production control, and inspection of welded shear connectors shall conform
to Chapter 7 of the AASHTO/AWS D1.5M/D1.5, latest edition, Bridge Welding Code. If
welded shear connectors are installed in the shop, installation shall be completed prior
to applying the shop primer coat in accordance with Section 6-07.3(9)G. If welded shear
connectors are installed in the field, the steel surface to be welded shall be prepared to
SSPC-SP 11, power tool cleaning, just prior to welding.
6-03.3(30) Painting
All painting shall be in accordance with Section 6-07.
Page 6-24 2021 Standard Specifications M 41-10
6-02 Concrete Structures
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.
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.
2021 Standard Specifications M 41-10 Page 6-25
Concrete Structures 6-02
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.
Cylindrical erection pins (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. Drift pins shall be double-tapered barrel pins of hardened steel.
The diameter of the drift pins shall be at least 1/32 inch larger than the diameter of the
bolts in the connection or the full hole diameter.
To complete a joint following one of the methods 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.
The Contractor shall complete the joint or connection within ten calendar days of
installing the first bolt or within a duration approved by the Engineer. Any bolts inserted
in an incomplete connection, either loose or tightened snug-tight, which exceed the
specified duration for completing the connection, shall be subject to the following
requirements:
1. Three assemblies for each size and length shall be removed from connection(s) that
are to be tensioned. Rotational capacity tests shall be performed on the removed
assemblies to demonstrate the assembly has sufficient lubricant to be tensioned
satisfactorily.
2. Five assemblies shall be removed from the connection to establish the inspection
torque.
Page 6-26 2021 Standard Specifications M 41-10
6-02 Concrete Structures
3. In the case of tension controlled bolts, three assemblies shall be removed and tested
in accordance with Section 6-03.3(33)A to verify the minimum specified tension can
be achieved prior to shearing of the spline.
Assemblies removed for the purpose of rotational capacity testing, determination of
the inspection torques, or verification of tension controlled bolt performance shall be
replaced with new bolts at no additional expense to the Contracting Agency. To minimize
the number of removed assemblies, the Contractor may combine rotational capacity
testing and inspection torque determination as approved by the Engineer.
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
Fastener components shall consist of bolts, nuts, washers, tension control bolt assemblies,
and direct tension indicators. Fastener components shall meet the requirements of
Section 9-06.5(3). After final tightening of the fastener components, the threads of the
bolts shall at a minimum be flush with the end of the nut.
The Contractor shall submit Type 1 Working Drawings providing documentation of the
bolt tension calibrator, including brand, capacity, model, date of last calibration, and
manufacturer’s instructions for use. The Contractor shall supply the bolt tension calibrator
and all accompanying hardware and calibrated torque wrenches to conduct all testing
and inspections described herein. Use of the bolt tension calibrator shall comply with
manufacturer’s recommendations.
Fastener components shall be protected from dirt and moisture in closed containers at the
site of installation. Only as many fastener components as are anticipated to be installed
during the Work shift shall be taken from protected storage. Fastener components
that are not incorporated into the Work shall be returned to protected storage at the
end of the Work shift. Fastener components shall not be cleaned or modified from the
2021 Standard Specifications M 41-10 Page 6-27
Concrete Structures 6-02
as-delivered condition. Fastener components that accumulate rust or dirt shall not be
incorporated into the Work. Tension control bolt assemblies shall not be relubricated,
except by the manufacturer.
All bolted connections are slip critical. Painted structures require either Type 1 or Type
3 bolts. Bolts shall not be galvanized unless specified in the Contract documents. When
galvanized bolts are specified, tension-control galvanized bolts are not permitted.
Unpainted structures require Type 3 bolts. ASTM F3125 Grade A490 bolts shall not be
galvanized and shall not be used in contact with galvanized metal.
Washers are required under turned elements for bolted connections and as required in
the following:
1. Washers shall be used under both the head and the nut when ASTM F3125 Grade
A490 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 beveled washer shall be used.
3. Washers shall not be stacked unless otherwise specified by the Engineer.
4. It is acceptable to place a washer under the unturned element.
All galvanized nuts shall be lubricated by the manufacturer 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 lubricated by the manufacturer and shall be “oily” to the touch when
installed.
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 1 below:
Table 1 Minimum Bolt Tension
Bolt Size (inches)
ASTM F3125 Grade A325
and Grade F1852 (pounds)
ASTM F3125
Grade A490 (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
Page 6-28 2021 Standard Specifications M 41-10
6-02 Concrete Structures
Prior to final tightening of any bolts in a bolted connection, the connection shall be
compacted to a snug tight condition. Snug tight shall include bringing all plies of the
connection into firm contact and snug tightening all bolts in accordance with Section
6-03.3(32).
Final tightening may be done by the Turn-of-Nut Method, the direct-tension indicator
method, or the twist off-type tension control structural bolt/nut/washer assembly
method. Preferably, the nut shall be turned tight while the bolt is prevented from rotating.
However, if required by either turn-of-nut or direct-tension-indicator methods because
of bolt entering and/or wrench operational clearances, tightening may be done by turning
the bolt while the nut is prevented from rotating.
1. Turn-of-Nut Method – After all specified bolting conditions are satisfied, and 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. Each bolt shall be final tightened to
the specified minimum tension by rotating the amount specified in Table 2. To ensure
this tightening method is followed, the Engineer will (1) observe as the Contractor
installs, snug tightens, and final tightens all bolts and (2) inspect each match-mark.
Table 2 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
(*) When performing rotational capacity testing in accordance with Section
6-03.3(33)A, the total of two times the turns specified in Table 2 may be reduced by
15% for ASTM F3125 GR A490 bolts when allowed by the Engineer.
Bolt length measured from underside of head to top of nut.
Condition 1 – Both faces at right angles to bolt axis.
Condition 2 – One face at right angle to bolt axis, one 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.
2021 Standard Specifications M 41-10 Page 6-29
Concrete Structures 6-02
2. Direct Tension Indicator Method (DTIs). 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 may be placed under the turned element only if a hardened washer is used to
separate the turned element from the DTI.
Gap refusal shall be measured with a 0.005 inch tapered feeler gage. After all
specified bolting conditions are satisfied, the snug tightened gaps shall meet Table 3
snug tight limits.
Each bolt shall be final-tightened to meet Table 3 final-tighten limits. If the bolt
is tensioned so that no visible gap in any space remains, the bolt and DTI shall be
removed and replaced by a new properly tensioned bolt and DTI.
The Contractor shall tension all bolts, inspecting all DTIs with a feeler gage, in the
presence of the Engineer. DTIs shall be installed by two-person (or more) crews, with
one individual (1) preventing the element at the DTI from turning and (2) measuring
the gap of the DTI to determine the proper tension of the bolt.
If a bolt, that has had its DTI brought to full load, loosens during the course of
bolting the connection, it shall be rejected. Reuse of the bolt and nut are subject to
the provisions of this section. The used DTI shall not be reinstalled.
Table 3 Direct Tension Indicator Requirements
Bolt
Size
(inches)
DTI Spaces
Maximum Snug Tight
Refusals
Minimum Final
Tighten Refusals
ASTM F3125
Grade A 325
ASTM F3125
Grade A490
ASTM F3125
Grade A 325
ASTM F3125
Grade A490
ASTM F3125
Grade A 325
ASTM F3125
Grade A490
½4 5 1 2 2 3
⅝4 5 1 2 2 3
¾5 6 2 2 3 3
⅞5 6 2 2 3 3
1 6 7 2 3 3 4
1⅛6 7 2 3 3 4
1¼7 8 3 3 4 4
1⅜7 8 3 3 4 4
1½8 9 3 4 4 5
3. Twist Off-Type Tension Control Structural Bolt/Nut/Washer Assembly Method
(Tension Control Bolt Assembly) – Tension control bolt assemblies shall include the
bolt, nut, and washer(s) packaged and shipped as a single assembly. Unless otherwise
accepted by the Engineer, tension control bolt assembly components shall not be
interchanged for testing or installation and shall comply with all provisions of ASTM
F3125 Grade F1852. If accepted by the Engineer, the tension control bolt assembly
components may be interchanged within the same component lot for girder web
splices or other locations where access to both sides of the connection is restricted.
Page 6-30 2021 Standard Specifications M 41-10
6-02 Concrete Structures
The tension control bolts shall incorporate a design feature intended to either
indirectly indicate, or to automatically provide, the minimum tension specified in
Table 1.
The Contractor shall submit Type 1 Working Drawings of the tension control bolt
assembly, including bolt capacities; type of bolt, nut, and washer lubricant; method
of packaging and protection of the lubricated bolt; installation equipment; calibration
equipment; and installation procedures.
The tension control bolt manufacturer’s installation procedure shall be followed for
installation of bolts in the verification testing device, in all calibration devices, and in
all structure connections.
In some cases, proper tensioning of the bolts may require more than one cycle of
systematic partial tightening prior to final yield or fracture of the tension control
element of each bolt. If yield or fracture of the tension control element of a bolt
occurs prior to the final tightening cycle, that bolt shall be replaced with a new one.
Additional field verification testing shall be performed as requested by the Engineer.
All bolts and connecting hardware shall be stored and handled in a manner to
prevent corrosion and loss of lubricant. Bolts that are installed without the same
lubricant coating as tested under the verification test will be rejected, and they shall
be removed from the joint and be replaced with new lubricated bolts at no additional
cost to the Contracting Agency.
ASTM F3125 Grade A490 bolts, galvanized ASTM F3125 Grade A325 bolts, and ASTM
F3125 Grade F1852 tension control bolt assemblies shall not be reused. Black ASTM
F3125 Grade A325 bolts may be reused once if accepted 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 in accordance with the manufacturer’s recommendation. 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 bolts previously tightened by the Turn-of-
Nut Method, 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 2.
6-03.3(33)A Pre-Erection Testing
High-strength bolt assemblies (bolt, nut, direct tension indicator, and washer), both
black and galvanized, shall be subjected to a field rotational capacity test, as outlined
below, prior to any permanent fastener installation. For field installations, the rotational
capacity test shall be conducted at the jobsite. Each combination of bolt production
lot, nut production lot, washer production lot, and direct tension indicator production
lot shall be tested as an assembly, except tension control bolt assemblies, which shall
be tested as supplied by the manufacturer. Each rotational capacity test shall include
three assemblies. Once an assembly passes the rotational capacity test, it is accepted
for use for the remainder of the project unless the Engineer deems further testing is
necessary. All tests shall be performed in a bolt tension calibrator by the Contractor
2021 Standard Specifications M 41-10 Page 6-31
Concrete Structures 6-02
in the presence of the Engineer. High-strength bolt assemblies used in this test shall
not be reused. The bolt assemblies shall meet the following requirements after being
pretensioned to 15 percent of the minimum bolt tension in Table 1. The assembly shall
be considered as nonconforming if the assembly fails to pass any one of the following
specified requirements:
1. The measured torque to produce the minimum bolt tension shall not exceed the
maximum allowed torque 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)
2. After placing the assembly through two cycles of the required number of turns,
where turns are measured from the 15 percent pretension condition, as indicated in
Table 2,
a. The maximum recorded tension after the two turns shall be equal to or greater
than 1.15 times the minimum bolt tension listed in Table 1.
b. Each assembly shall be successfully installed to the specified number of turns.
c. The fastener components in the assembly shall not exhibit shear failure or
stripping of the threads as determined by visual examination of bolt and nut
threads following removal.
d. The bolts in the assembly shall not exhibit torsional or torsional/tension failure.
3. If any specimen fails, the assembly will be rejected. Elongation of the bolt between
the bolt head and the nut is not considered to be a failure.
Bolts that are too short to test in the bolt tension calibrator shall be tested in a steel
joint. The Contractor shall (1) install the high-strength bolt assemblies (bolt, nut, direct
tension indicator, and washer) in a steel joint of the proper thickness; (2) tighten to the
snug tight condition; (3) match-mark the outer face of each nut and the protruding part
of the bolt with crayon or paint; (4) rotate to the requirements of Table 2; and (5) record
the torque that is required to achieve the required amount of rotation. The assembly shall
be considered as nonconforming if the assembly fails to pass any one of the following
specified requirements:
1. The recorded torque to produce the minimum rotation shall not exceed the
maximum allowed torque value obtained by the following equation:
Torque = 0.25 PD
Where:
Torque = Calculated Maximum Allowed Torque (foot-pounds)
P = Specified Bolt Tension per Table 1, multiplied by a factor of 1.15 (pounds)
D = Normal Bolt Diameter (feet)
Page 6-32 2021 Standard Specifications M 41-10
6-02 Concrete Structures
2. After placing the assembly through two cycles of the required number of
turns, where turns are measured from the snug tight condition specified in
Section 6-03.3(32):
a. Each assembly shall be successfully installed to the specified number of turns.
b. The fastener components in the assembly shall not exhibit shear failure or
stripping of the threads as determined by visual examination of bolt and nut
threads following removal.
c. The bolts in the assembly shall not exhibit torsional or torsional/tension failure.
3. If any specimen fails, the assembly will be rejected. Elongation of the bolt between
the bolt head and the nut is not considered to be a failure.
The Contractor shall submit Type 1 Working Drawings consisting of the manufacturer’s
detailed procedure for pre-erection (rotational capacity) testing of tension control bolt
assemblies.
Three DTIs, per lot, shall be tested in a bolt tension calibrator. The bolts shall be
tensioned to 105 percent of the tension shown in Table 1. If all of the DTI protrusions are
completely crushed (all five openings with zero gap), this lot of DTIs is rejected.
Three twist off-type tension controlled bolt assemblies, per assembly lot, shall be tested
in a bolt tension calibrator. The bolts shall first be tensioned to a snug tight condition.
Tensioning shall then be completed by tightening the assembly nut in a continuous
operation using a spline drive installation tool until the spline shears from the bolt. The
bolt assembly tension shall meet the requirements of Table 1. If any specimen fails, the
assembly lot is rejected.
6-03.3(33)B Bolting Inspection
The Contractor, in the presence of the Engineer, shall inspect the tightened bolt using a
calibrated inspection torque wrench, regardless of bolting method. The Contractor shall
supply the inspection torque wrench. Inspection shall be performed within seven calendar
days from the completion of each bolted connection or as specified by the Engineer.
If the bolts to be installed are not long enough to fit in the bolt tension calibrator, five
bolts of the same grade, size, and condition as those under inspection shall be tested
using Direct-Tension-Indicators (DTIs) 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 three values thus determined after rejecting the
high and low values.
2021 Standard Specifications M 41-10 Page 6-33
Concrete Structures 6-02
Five representative bolts/nuts/washers and DTIs if used (provided by the Contractor) of
the same grade, size, and condition as those under inspection shall be placed individually
in a bolt 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 bolt tension calibrator,
each bolt shall be tightened by any convenient means to the specified tension. The
inspection torque 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 three values thus determined after rejecting the high and low values.
Ten percent (at least two), or as specified by the Engineer, 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, with no restraint applied to the opposite end of the
bolt. If this torque turns no bolt head or nut, the Contracting Agency will accept the
connection as being properly tightened. If the torque turns one or more bolt heads or
nuts, the job-inspection torque shall then be applied to all bolts in the connection. Except
for tension control bolt assemblies and DTIs with zero gap at all protrusion spaces,
any bolt whose head or nut turns at this stage shall be tightened and reinspected. Any
tension control bolt assemblies or DTIs that have zero gap at all protrusion spaces shall be
replaced if the head or nut turns at this stage.
The Contractor shall submit Type 1 Working Drawings consisting of the manufacturer’s
detailed procedure for routine observation to ensure proper use of the tension control
bolt assemblies.
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.
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.
Page 6-34 2021 Standard Specifications M 41-10
6-02 Concrete Structures
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 the size and be
placed at the locations shown in the Plans;
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
Forms weighing less than 5 pounds per square foot of bridge deck area and uniformly
distributed along the steel spans may be placed before the spans swing free on their
supports. Steel reinforcing bars or concrete bridge deck shall not be placed on steel spans
until the spans swing free on their supports and elevations are recorded. No simple span
or any series of continuous spans will be considered as swinging free until all temporary
supports have been released. Reinforcing steel or concrete bridge decks 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.
2021 Standard Specifications M 41-10 Page 6-35
Concrete Structures 6-02
After the falsework is released (spans swung free), the masonry plates, shoes, and keeper
plates are grouted, and before any load is applied, the Contractor (or the Engineer if the
Contracting Agency is responsible for surveying) shall survey elevations at the tenth
points along the centerline on top of all girders and floorbeams. The Contractor shall
calculate the theoretical top of girder or floorbeam flange elevations and compare
the calculated elevations to the surveyed elevations. The theoretical pad or haunch
depth shown in the Plans shall be increased or decreased by the difference between
the theoretical and surveyed top of girder or floorbeam elevations. The soffit (deck
formwork) shall be set based on the Plan bridge deck thickness and the adjusted pad or
haunch depth.
The Contractor shall submit all survey data and calculations to the Engineer for review ten
working days prior to placing any load, beyond the maximum five pounds per square foot
of form weight allowed, on the Structure.
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) Vacant
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 Contract shall submit a Type 1 Working Drawing of the cleaning method.
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.
Page 6-36 2021 Standard Specifications M 41-10
6-02 Concrete Structures
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
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.
6-03.5 Payment
Payment will be made 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 shall be
made in the lump sum Bid even though the actual weight may deviate from the
stated estimated weight.
2021 Standard Specifications M 41-10 Page 6-37
Concrete Structures 6-02
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” shall 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.
Page 6-212 2021 Standard Specifications M 41-10
6-04 Timber Structures
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).
2021 Standard Specifications M 41-10 Page 6-213
Timber Structures 6-04
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 submit Type 2 Working Drawings consisting of shop detail plans for
all treated timber. These plans shall show dimensions for all cut, framed, or bored timbers.
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.
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 two 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.
Page 6-214 2021 Standard Specifications M 41-10
6-04 Timber Structures
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.
2021 Standard Specifications M 41-10 Page 6-215
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 one
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 two 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 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 two nails for cross-bridging and four 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 two 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 one side and one edge (S1S1E) unless otherwise specified.
Page 6-216 2021 Standard Specifications M 41-10
6-04 Timber Structures
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 two 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 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(13) governs painting of timber Structures.
2021 Standard Specifications M 41-10 Page 6-217
Timber Structures 6-04
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 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.
Page 6-218 2021 Standard Specifications M 41-10
6-05 Piling
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 resistance 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 resistance
calculated from the equation in Section 6-05.3(12), or the wave equation driving criteria
if applicable, exceeds the ultimate bearing resistance 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 resistance, or ultimate bearing resistance 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.
2021 Standard Specifications M 41-10 Page 6-219
Piling 6-05
Ultimate Bearing Resistance – Ultimate bearing resistance refers to the vertical load
carrying resistance (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 Resistance – Allowable bearing resistance is the ultimate bearing
resistance divided by a factor of safety. The Contract may state the factor of safety to be
used in calculating the allowable bearing resistance from the ultimate bearing resistance.
In the absence of a specified factor of safety, a value of three 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.
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 resistance 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.
Page 6-220 2021 Standard Specifications M 41-10
6-05 Piling
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
shall be driven. Driving deeper in order to obtain the required ultimate bearing resistance
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.
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
2021 Standard Specifications M 41-10 Page 6-221
Piling 6-05
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 resistances
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 resistance 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.
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
Precast concrete piles shall be constructed in accordance with 6-02.3(9), except as
modified in this Section.
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 cast
until all reinforcement is in place in the forms.
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;
Page 6-222 2021 Standard Specifications M 41-10
6-05 Piling
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.
2021 Standard Specifications M 41-10 Page 6-223
Piling 6-05
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.
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. A full-penetration
groove weld 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. A full penetration groove weld
between welded edges is required.
At least 14-days 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 subject to rejection
by the Engineer.
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 shall submit Type 2 Working Drawings
supporting the need and describing the method for splicing. Welded splices shall be
spaced at a minimum distance of 10 feet. Only welded splices will be permitted.
Splice welds for steel piles shall comply with Section 6-03.3(25) and AWS D1.1/D1.1M,
latest edition, Structural Welding Code. Splicing of steel piles shall be performed in
accordance with an approved weld procedure. The Contractor shall submit a Type 2
Working Drawing consisting of the weld procedure. For ASTM A252 material, mill
certification for each lot of pipe to be welded shall accompany the submittal. The ends of
all steel pipe piling shall meet the fit-up requirements of AWS D1.1/D1.1M, latest edition,
Structural Welding Code Section 5.22.3.1, “Girth Weld Alignment (Tubular),” when the
material is spliced utilizing a girth weld.
Page 6-224 2021 Standard Specifications M 41-10
6-05 Piling
Splice welds of steel casings for cast-in-place concrete piles shall be the Contractor’s
responsibility and shall be welded in accordance with AWS D1.1/D1.1M, latest edition,
Structural Welding Code. A weld procedure submittal is not required for steel casings
used for cast-in-place concrete piles. Casings that collapse or are not watertight, shall be
replaced at the Contractor’s expense.
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 in accordance with
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 Contractor shall submit Type 2 Working Drawings consisting of the method
of lifting the piles. 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.
2021 Standard Specifications M 41-10 Page 6-225
Piling 6-05
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 Type 2 Working Drawings consisting of shop drawings of the
proposed pile tip along with design calculations, Specifications, material chemistry
and installation requirements, along with 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 (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 resistance 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 Type 2 Working Drawings consisting
of 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 resistance can be achieved, that
minimum tip elevations can be reached, and to prevent pile damage.
The Contractor shall submit Type 2E Working Drawings consisting of a wave equation
analysis for all pile driving systems used to drive piling with required maximum driving
resistances of greater than 300 tons. 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 in kips shall be
6-05.3(9)A Pile Driving Equipment Approval 0.095E𝑓𝑓′H plus prestress in
tension, and 0.85f’c minus prestress in compression, where f’c is the concrete compressive
strength in kips per square inch. For precast concrete piles that are not prestressed, the
Page 6-226 2021 Standard Specifications M 41-10
6-05 Piling
allowable driving stress shall be 70 percent of the yield stress of the steel reinforcement
in tension, and 0. 85f’c 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 resistance 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
resistance 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 resistance divided by 1.3. If
the maximum driving resistance exceeds the ultimate bearing resistance, 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
Changes to the pile driving system after completion of the Working Drawing review
require a revised Working Drawing Submittal.
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 submit a Type 1 Working Drawing consisting of 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 resistance of
not more than 60 tons, and
2. 4,000 pounds for piles 50 feet and longer or that have an ultimate bearing resistance
of 60 to 90 tons.
2021 Standard Specifications M 41-10 Page 6-227
Piling 6-05
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 submit
a Type 1 Working Drawing consisting of 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 permission 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 resistance 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
Page 6-228 2021 Standard Specifications M 41-10
6-05 Piling
These requirements for minimum hammer size may be waived if a Type 2E Working
Drawing is submitted consisting of a wave equation analysis demonstrating the ability of
the hammer to obtain the required bearing resistance and minimum tip elevation without
damage to the pile.
Vibratory hammers may be used to drive piles provided the location and plumbness
requirements of this section are met. The required bearing resistance for all piles driven
with vibratory hammers will be determined according to Section 6-05.3(12) by driving
the pile at least an additional 2 feet using an impact hammer. This method of determining
bearing resistance 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 two 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 permitted 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 one production pile
per pier. Unless otherwise specified, the cost of PDA testing shall be incidental to
the various unit Contract prices for driving piles.
2021 Standard Specifications M 41-10 Page 6-229
Piling 6-05
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 resistance, 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.
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 resistance 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 resistance 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
Page 6-230 2021 Standard Specifications M 41-10
6-05 Piling
resistance 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 resistance. 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.
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.
2021 Standard Specifications M 41-10 Page 6-231
Piling 6-05
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 resistance 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 resistance has been achieved, unless
the Engineer directs otherwise. If a pile does not develop the required ultimate bearing
resistance at the minimum tip elevation, the Contractor shall continue driving the pile
until the required bearing resistance is achieved. If no minimum tip elevation is specified,
then the piles shall be driven to the ultimate bearing resistance shown in the Contract and
the following minimum penetrations:
Pile supporting cross-beams, bents,
elevated pile caps elevation 10 feet below final top of ground
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.
Normal means refer to methods such as preboring, spudding, or jetting piles. Blasting or
drilling through obstructions are not considered normal means.
Page 6-232 2021 Standard Specifications M 41-10
6-05 Piling
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
resistance. The pile shall be driven a minimum of 2 feet to obtain the ultimate bearing
resistance 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 one
in every five piles, but no less than one 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 resistance 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 resistance.
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 one long
pile without a follower, but no less than one pile per bent or pier, to the required ultimate
bearing resistance and minimum tip elevation. This long pile shall be used to test the
bearing resistance 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.
2021 Standard Specifications M 41-10 Page 6-233
Piling 6-05
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 accepted 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 resistance, 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.
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 permission, 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. Type 2E Working Drawings are submitted in accordance with Sections 1-05.3 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.
Page 6-234 2021 Standard Specifications M 41-10
6-05 Piling
6-05.3(12) Determination of Bearing Values
The following formula shall be used to determine ultimate bearing resistances:
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 acceptable to the Engineer. For open ended diesel hammers (single-acting) use the blows per
minute to determine the developed energy (E).
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 resistances 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 resistance 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.
2021 Standard Specifications M 41-10 Page 6-235
Piling 6-05
If water jets are used in driving, bearing resistances 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 two 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 three
coats of a 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 four layers of an
approved roofing asphalt and three 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 three 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 two 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 Buildups of Precast Concrete Piles
The Contractor shall add extensions, or buildups (if necessary) on precast concrete
piles after they are driven to the required ultimate bearing resistance and minimum tip
elevation.
Before adding extensions or buildups 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 buildup shall be Class 5000.
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 buildup 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 buildup shall be Class 4000.
Just before placing the concrete for extensions or buildups 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.
Page 6-236 2021 Standard Specifications M 41-10
6-05 Piling
6-05.3(15) Completion of Cast-In-Place Concrete Piles
After acceptance 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.
2021 Standard Specifications M 41-10 Page 6-237
Piling 6-05
6-05.5 Payment
Payment will be made 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 resistance 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. For cast-in-place concrete test piles, this price shall
include furnishing, fabricating, and installing the steel reinforcing bar cage, and
furnishing, casting, and curing the concrete. 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.
“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 furnishing, fabricating, and installing
the steel reinforcing bar cage, and furnishing 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.
Page 6-238 2021 Standard Specifications M 41-10
6-05 Piling
“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 buildups or additional lengths of buildup 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.
2021 Standard Specifications M 41-10 Page 6-239
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 four 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 Type 2 Working Drawings of the
shop plans. 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 accepts
them in the Working Drawing response comments. In reviewing the shop plans, the
Engineer indicates only that they are adequate and complete enough. The review does
not indicate a check on dimensions.
Page 6-240 2021 Standard Specifications M 41-10
6-06 Bridge Railings
Anchor bolts 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.
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 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.
2021 Standard Specifications M 41-10 Page 6-241
Painting 6-07
6-07 Painting
6-07.1 Description
This work consists of containment, surface preparation, shielding adjacent areas from
work, testing and disposing of debris, furnishing and applying 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:
Paints and Related Materials 9-08
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 Polyurethane 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. The work force may be accepted based on the approved facility.
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 or NACE International Institute Contractor Accreditation Program (NIICAP)
AS 1.
The Contractor removing and otherwise disturbing existing paint containing lead and
other hazardous materials shall be certified under SSPC-QP 2, Category A or NIICAP AS 2.
Page 6-242 2021 Standard Specifications M 41-10
6-07 Painting
In lieu of the above SSPC or NIICAP certifications, the Contractor performing the
specified work shall complete both 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 or SSPC Protective Coating Inspector (PCI) Level 3.
6-07.3(2) Submittals
The Contractor shall submit a painting plan consisting of one comprehensive submittal
including all components described in this section. The Contractor shall submit Type 2
Working Drawings of the painting plan components, except containment system and
support and platform plans shall be Type 2E Working Drawings. Each component of the
plan shall identify the specification section it represents.
For shop application of paint, the painting plan shall include the documents and samples
listed in Sections 6-07.3(2)B, 6-07.3(2)C, and 6-07.3(2)E.
For field application of paint, the painting plan shall include the documents and samples
listed in Section 6-07.3(2)A through 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. 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 bridge painting 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, tools, techniques and the acceptance
criteria for all phases of work.
2. Procedure for implementation of corrective action for non-conformance work.
3. The paint system manufacturer’s recommended methods of preventing defects.
4. The Contractor’s frequency of quality control inspection for each phase of work.
2021 Standard Specifications M 41-10 Page 6-243
Painting 6-07
5. Example of each 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 Safety Data Sheets (SDS) on the paint materials, paint
preparation, and paint application, as specified by the paint manufacturer, including:
a. All application instructions, including the mixing and thinning directions.
b. Recommended spray nozzles and pressures.
c. Minimum and maximum drying time between coats.
d. Restrictions on temperature and humidity.
e. Repair procedures for shop and field applied coatings.
f. Maximum dry film thickness for each coat.
g. Minimum wet film thickness for each coat to achieve the specified minimum dry
film thickness.
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 shall meet all Federal
and State requirements, and the submittal component of the painting plan shall include
the following:
1. Abrasive blasting containment system attachment and support in accordance with
Section 6-07.3(10)A, with a complete description of each attachment device.
2. Details of jobsite material storage facilities and containment waste storage facilities,
including location, security, and environmental control.
3. Methods and materials used to contain, collect, and dispose of all containment waste
and all construction-related waste, including transportation of waste.
4. Details of the containment waste sampling plan conforming to WAC 173-303 for
waste designated as dangerous waste or extremely hazardous waste.
Page 6-244 2021 Standard Specifications M 41-10
6-07 Painting
5. 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.
6. Process for tracking the disposal of hazardous waste, including a sample form of the
tracking documentation.
7. When a wind speed threshold is specified, a description of the method to lower or
withdraw tarps, plastic exterior, and other containment components presenting an
exposed face to wind, and the estimated time required to accomplish this action.
8. Provisions for dust and debris collection, ventilation, and auxiliary lighting within the
containment system.
6-07.3(2)E Cleaning and Surface Preparation Submittal Component
The cleaning and surface preparation submittal component of the painting plan shall
include the following:
1. 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 Safety Data Sheets (SDS).
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.
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.
2021 Standard Specifications M 41-10 Page 6-245
Painting 6-07
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 quality 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 accepted 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. 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 at a minimum monitoring and documenting the following for each working day:
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 Type 1 Working Drawing consisting 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
acceptance.
The Engineer may perform quality assurance testing at each of the following phases of
painting operations:
1. After SSPC-SP 1 cleaning.
2. After abrasive blast cleaning, hand and power tool surface cleaning, and compressed
air surface cleaning.
3. After applying each coat when dry.
4. During final inspection of all work at the end of the project.
Page 6-246 2021 Standard Specifications M 41-10
6-07 Painting
Quality assurance testing may include the following tests:
1. Environmental conditions for painting in accordance with ASTM E337.
2. Cleanness of abrasive blasting media and ionic contamination of abrasive blasting
media in accordance with ASTM D4940.
3. Cleanness of compressed air in accordance with ASTM D4285.
4. Pictorial of surface preparation guides in accordance with SSPC-VIS 1, 3, 4, and 5.
5. Surface profile by Keanne-Tator comparator in accordance with ASTM D4417 and
SSPC PA17.
6. Surface profile by replica tape in accordance with ASTM D4417.
7. Wet film thickness in accordance with ASTM D4414.
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 D4138.
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 to the Contractor and Contracting Agency 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 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 shall be held if requested by the Engineer.
For projects that include painting of multiple structures, a separate conference may be
held for each structure, at the discretion of the Engineer.
2021 Standard Specifications M 41-10 Page 6-247
Painting 6-07
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 SAE AMS 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.
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 and document daily 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 representing each lot.
Samples shall be accompanied with a Safety Data Sheet.
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).
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.
Page 6-248 2021 Standard Specifications M 41-10
6-07 Painting
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, Procedure for Determining Conformance to Dry Coating Thickness Requirements.
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 four-coat
paint system as specified in Section 6-07.3(9)A. The primer coat shall be shop-applied.
The intermediate, intermediate stripe, 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.
Temporary attachments or supports for scaffolding, containment 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:
Option 1 (component based paint system):
Primer Coat - Inorganic Zinc Rich 9-08.1(2)C
Intermediate Coat - Moisture Cured Polyurethane 9-08.1(2)G
Intermediate Stripe Coat - Moisture Cured Polyurethane 9-08.1(2)G
Top Coat - Moisture Cured Polyurethane 9-08.1(2)H
Option 2 (performance based paint system):
Primer Coat - Inorganic Zinc Rich 9-08.1(2)M
Intermediate Coat - Epoxy 9-08.1(2)M
Intermediate Stripe Coat - Epoxy 9-08.1(2)M
Top Coat - Polyurethane 9-08.1(2)M
Paints and related materials shall be products listed in the current WSDOT Qualified
Products List (QPL). Component based paint systems shall be listed on the QPL in the
applicable sections of Section 9-08. Performance based systems shall be listed on the
current Northeast Protective Coatings Committee (NEPCOAT) Qualified Products List “A”
as listed on the WSDOT QPL in Section 9-08.1(2)M. If the paint and related materials for
the component based system is not listed in the current WSDOT QPL, a sample shall be
submitted to the State Materials Laboratory in Tumwater for evaluation and acceptance in
accordance with Section 9-08.
2021 Standard Specifications M 41-10 Page 6-249
Painting 6-07
All paint coating components of the selected paint system shall be 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
The Contractor shall thoroughly mix paint in accordance with the manufacturer’s
written recommendations and by mechanical means to ensure a uniform and lump free
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. Accelerants are not permitted except as allowed
by the Engineer.
The Contractor shall not add additional thinner at the application site except as allowed
by the Engineer. The amount and type of thinner, if allowed, shall conform to the
manufacturer’s specifications. If recommended by the manufacturer and allowed by the
Engineer, a measuring cup shall be used for the addition of thinner to any paint with
graduations in ounces. No unmeasured addition of thinner to paint will be allowed. Any
paint found to be thinned by unacceptable methods will be rejected.
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.
Page 6-250 2021 Standard Specifications M 41-10
6-07 Painting
6-07.3(9)D Coating Thickness
Dry film thickness shall be measured in accordance with SSPC Paint Application
Specification No. 2, Procedure for Determining Conformance to Dry Coating Thickness
Requirements.
The minimum dry film thickness of the primer coat shall not be less than 2.5 mils.
The minimum dry film thickness of each coat (combination of intermediate and
intermediate stripe, and top) shall be not less than 3.0 mils.
The dry film thickness of each coat shall not be thicker than the paint manufacturer’s
recommended maximum thickness.
The minimum wet film thickness of each coat shall be specified by the paint manufacturer
to achieve the minimum dry film 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 in accordance
with ASTM D4414. Dry measurements will be taken after the coating is dry and hard in
accordance with SSPC Paint Application Specification No. 2.
Each painter shall be equipped with wet film thickness gages 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 meet or exceed the minimum wet film thickness. In areas
where wet film thickness measurements are impractical, dry film thickness measurements
may be made. If a question arises about an individual coat’s thickness or coverage, it may
be verified by the use of a Tooke gage in accordance with ASTM D4138.
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, if an individual coat does not meet the
minimum thickness, or if visual inspection shows incomplete coverage, the coating system
will be rejected and the Contractor shall discontinue painting and surface preparation
operations and shall submit a Type 2 Working Drawing of the repair proposal. The repair
proposal shall include documentation demonstrating the cause of the less-than-minimum
thickness, along with physical test results, as necessary, and modifications to Work
methods to prevent similar results. The Contractor shall not resume painting or surface
preparation operations until receiving the Engineer’s acceptance of the completed repair.
6-07.3(9)E Environmental Condition Requirements Prior to Application
of Paint
Paint shall be applied only during periods when:
1. Air and steel temperatures are in accordance with the paint manufacturer’s
recommendations but in no case less than 35°F nor greater than 115°F.
2021 Standard Specifications M 41-10 Page 6-251
Painting 6-07
2. Steel surface temperature is a minimum of 5°F above the dew point.
3. Steel surface is not wet.
4. Relative humidity is within the manufacturer’s recommended range.
5. The anticipated ambient temperature will remain above 35°F or the manufacturer’s
minimum temperature, whichever is greater, during the paint drying and
curing 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
Type 2 Working Drawing consisting of 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 concurrence.
6-07.3(9)F Shop Surface Cleaning and Preparation
A roughened surface profile shall be provided by an abrasive blasting procedure as
accepted 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, including surfaces specified in Section 6-07.3(9)G to receive a mist coat
of primer, shall be cleaned to a near white condition in accordance with SSPC-SP 10,
Near-white Metal Blast Cleaning, 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 acceptance 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. Repairs of
the shop primer coat shall be prepared in accordance with the painting plan. Shop primer
coat repair paint shall be selected from the approved component based or performance
based paint system in accordance with Section 6-07.3(10)H.
Steel girder top flanges and soldier pile flanges to be embedded in concrete shall be
prepared in accordance with Section 6-07.3(9)F and shall then receive a mist coat of the
specified primer with a dry film thickness of 0.5 to 1.0 mils.
The Contractor shall provide access to the steel to permit inspection by the Engineer. The
access shall not mar or damage any freshly painted surfaces.
High-strength field bolts shall not be painted before erection.
Page 6-252 2021 Standard Specifications M 41-10
6-07 Painting
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
for surface preparation and prime coating of all uncoated areas remaining, including bolts,
nuts, washers, and splice plates.
During painting operations of the intermediate, stripe and top coats 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. The Contractor shall evaluate
the project-specific conditions to determine the specific type and extent of containment
needed to control the paint emissions and shall submit a containment plan in accordance
with Section 6-07.3(2).
6-07.3(9)I Application of Field Coatings
An on-site supervisor shall be present for each work shift at the bridge site.
Upon completion of erection Work, all uncoated or damaged areas remaining,
including bolts, nuts, washers, and splice plates, shall be prepared in accordance with
Section 6-07.3(9)F, followed by a field primer coat of a zinc-rich primer and final coats
of paint selected from the approved component or performance based paint system in
accordance with Section 6-07.3(10)H. The intermediate, intermediate stripe, and top
coats shall be applied in accordance with the manufacturer’s written recommendations.
Upon completion of erection Work, welds for steel column jackets may be prepared in
accordance with SSPC-SP 15, Commercial Grade Power Tool Cleaning.
The minimum drying time between coats shall be as shown in the 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.
Each coat shall be applied in a uniform layer, completely covering the preceding coat.
The Contractor shall correct runs, sags, skips, or other deficiencies before application of
succeeding coats. Such corrective work may require re-cleaning, application of additional
paint, or other means as determined by the Engineer, 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. On bare areas or areas of insufficient primer thickness, the
repair shall include field-applied zinc-rich primer, and the final coats of the paint selected
2021 Standard Specifications M 41-10 Page 6-253
Painting 6-07
from the approved component or performance based paint system in accordance with
Section 6-07.3(10)H. 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
1. The containment system shall fully enclose the steel to be painted and not allow any
material to escape the containment system. The Contractor shall protect the surrounding
environment from all debris or damage resulting from the Contractor’s operations.
Except as otherwise specified in the Contract, 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. Attachment devices shall not mark or otherwise damage
the steel member to which they are attached. 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 Working Drawing submittal.
Emissions shall be assessed by Visible Emission Observations (Method A) in SSPC
Technology Update No. 7, Conducting Ambient Air, Soil, and Water Sampling of Surface
Preparation and Paint Disturbance Activities, Section 6.2 and shall be limited to the Level
A Acceptance Criteria Option Level 0 Emissions standard. If visible emissions occur or 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 accepted by the Engineer.
Page 6-254 2021 Standard Specifications M 41-10
6-07 Painting
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.
Vegetation, soil, and other waste debris either intertwined with or coating the steel
members included in the painting limits shall be contained, collected, removed, and
disposed of in accordance with this section and Section 6-01.12. When steel bearing
assemblies are included within the painting limits, the Contractor shall also contain,
collect, remove, and dispose of all vegetation, soil, and debris on the associated pier caps.
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 accepted by the Engineer. The Contractor shall submit a Type 1 Working
Drawing consisting of 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 accepted by
the Engineer. The Contractor shall submit a Type 1 Working Drawing consisting of a 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, Solvent Cleaning.
Following any preparation by SSPC-SP1, all steel surfaces to be painted shall be prepared
in accordance with SSPC-SP 7, Brush-Off Blast Cleaning. Surfaces inaccessible to brush-
off blast shall be prepared in accordance with SSPC-SP 3, Power Tool Cleaning, as allowed
by the Engineer.
Following 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,
2021 Standard Specifications M 41-10 Page 6-255
Painting 6-07
those exhibiting visible corrosion, and those areas needing treatment of pack rust and
gaps 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 accepted 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 15, Commercial Grade 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. Immediately prior to painting, the Contractor shall clean all steel surfaces and
staging areas with dry, oil-free compressed air conforming to ASTM D4285.
6-07.3(10)E Surface Preparation – Full Paint Removal
For structures where full removal of existing paint is specified, the Contractor shall
remove any visible oil, grease, and road tar in accordance with SSPC-SP 1.
Following preparation by SSPC-SP 1, all steel surfaces to be painted, and any areas
needing treatment of pack rust and gaps, 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, 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.
Page 6-256 2021 Standard Specifications M 41-10
6-07 Painting
All material collected by and removed from the containment system shall be taken to a
landside staging area, provided by the Contractor, 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.
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 collect representative
samples of the components that field screening indicates are lead-contaminated material.
The Contractor shall collect at least one representative sample from each container.
The Contractor may choose to collect a composite sample of each container, but the
composite sample must consist of several collection points (a minimum of 3 random
samples) that are representative of the entire contents of the container and representative
of the characteristics of the type of waste in the container. In accordance with WAC
173–303-040, a representative sample means “a sample which can be expected to exhibit
the average properties of the sample source.”
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 should be analyzed
for the Resource Conservation and Recovery Act (RCRA) 8 Metals (arsenic, barium,
cadmium, chromium, lead, mercury, selenium, and silver). Pursuant to the Dangerous
Waste (DW) Regulations Chapter 173-303-90(8)(c) WAC, “Any waste that contains
contaminants which occur at concentrations at or above the DW threshold must be
designated as DW.” All material within each individual container or containment system
that designates as DW shall be disposed of at a legally permitted Subtitle C Hazardous
Waste Landfill. All material within each individual container or containment system that
designate below the DW threshold, will be designated as “Solid Waste” and shall be
disposed of at a legally permitted Subtitle D Landfill. Disposal shall be in accordance with
WAC 173-303 for waste designated “Dangerous Waste” and pursuant to WAC 173-
350 for waste designated as “Solid Waste”.
The Contractor shall submit a Type 1 Working Drawing consisting of 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 WAC 173-303, 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.
2021 Standard Specifications M 41-10 Page 6-257
Painting 6-07
The Contractor shall submit a Type 1 Working Drawing of all TCLP results.
The Contractor shall submit a Type 1 Working Drawing consisting of waste disposal
documentation 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 buildup of
corrosion products at the interface of the steel pieces.
Pack rust forming a gap between steel surfaces of 1/16 to 1/4 inch shall be cleaned to a
depth of at least one half of the gap width. The gaps shall be cleaned and prepared in
accordance with Section 6-07.3(10)D or 6-07.3(10)E as specified in the Contract. When
cleaned and prepared in accordance with Section 6-07.3(10)D, the cleaned gap shall
be treated with rust penetrating sealer, prime coated, and then caulked. When cleaned
and prepared in accordance with Section 6-07.3(10)E, the cleaned gap shall be primed
and then treated with rust penetrating sealer, and then caulked. The caulking shall be
applied 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 accepted 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. Caulk shall be a single-component polyurethane sealant
conforming to Section 9-08.7.
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.
At locations where gaps between steel surfaces exceed ¼ inch after cleaning, preparing,
sealing and priming, the Contractor shall then fill the gap with foam backer rod material as
accepted by the Engineer. The foam backer rod material shall be of sufficient diameter to
fill the crevice or gap. The Contractor shall apply caulk over the foam backer rod material
to form a watertight seal.
Caulk and backer rod, if needed, shall be placed prior to applying the top coat.
Page 6-258 2021 Standard Specifications M 41-10
6-07 Painting
6-07.3(10)H Paint System
The paint system applied to existing steel surfaces shall consist of the following five-coat
system:
Option 1 (component based system):
Primer Coat - Zinc-rich Moisture Cured Polyurethane 9-08.1(2)F
Primer Stripe Coat - Moisture Cured Polyurethane 9-08.1(2)F
Intermediate Coat - Moisture Cured Polyurethane 9-08.1(2)G
Intermediate Stripe Coat - Moisture Cured Polyurethane 9-08.1(2)G
Top Coat - Moisture Cured Polyurethane 9-08.1(2)H
Option 2 (performance based system):
Primer Coat - Zinc-rich Epoxy 9-08.1(2)N
Primer Stripe Coat - Epoxy 9-08.1(2)N
Intermediate Coat - Epoxy 9-08.1(2)N
Intermediate Stripe Coat - Epoxy 9-08.1(2)N
Top Coat - Polyurethane 9-08.1(2)N
Paints and related materials shall be a product listed in the current WSDOT Qualified
Products List (QPL). Component based paint systems shall be listed on the QPL in the
applicable sections of Section 9-08. Performance based systems shall be listed on the
current Northeast Protective Coatings Committee (NEPCOAT) Qualified Products List “B”
as listed on the WSDOT QPL in Section 9-08.1(2)N. If the paint and related material for
the component based system is not listed in the current WSDOT QPL, a sample shall be
submitted to the State Materials Laboratory in Tumwater for evaluation and acceptance in
accordance with Section 9-08.
All paint coating components of the selected paint system shall be produced by the
same manufacturer. Only one paint system from a singular manufacturer shall be
used throughout the project unless otherwise allowed 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 allowed in writing by the
Engineer.
6-07.3(10)I Paint Color
Each of the five coats shall be a contrasting color to the previously applied full 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). 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 allowed by the Engineer.
2021 Standard Specifications M 41-10 Page 6-259
Painting 6-07
6-07.3(10)J Mixing and Thinning Paint
Mixing and thinning paint shall be in accordance with Section 6-07.3(9)C.
6-07.3(10)K Coating Thickness
Coating thickness shall be in accordance with Section 6-07.3(9)D except the minimum
dry film thickness of each coat (combination of primer and primer stripe, combination
of intermediate and intermediate stripe, and top) shall not be less than 3.0 mils.
6-07.3(10)L Environmental Condition Requirements Prior to Application
of Paint
Environmental conditions shall be in accordance with Section 6-07.3(9)E.
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,
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, Shop, Field, and
Maintenance Coating of Metals, Note 15.20.
6-07.3(10)N Field Coating Application Methods
The Contractor shall apply paint materials in accordance with manufacturer’s
recommendations by air or airless spray, brush, roller, or any combination of these
methods 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. The Contractor may apply
stripe coat paint using spray or brush but shall follow spray application using a brush 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.
Page 6-260 2021 Standard Specifications M 41-10
6-07 Painting
6-07.3(10)O Applying Field Coatings
An on-site supervisor shall be present for each work shift at the bridge site.
The first coat shall be a primer coat applied to steel surfaces cleaned to bare metal. The
second coat shall be a primer stripe coat applied to all steel surfaces cleaned to bare
metal and defined to receive a stripe coat. The third coat shall be an intermediate coat.
The fourth coat shall be an intermediate stripe coat applied to steel surfaces defined to
receive a stripe coat. The fifth coat shall be the top coat. The intermediate (third) 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 accepted by the Engineer. Any area to which primer paint has been applied
without the Engineer’s inspection and acceptance 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 cleaning to bare metal 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 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 concurrence 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,
2021 Standard Specifications M 41-10 Page 6-261
Painting 6-07
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.
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.
After 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 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 subsequent coat to its specified thickness.
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, primer stripe, intermediate, intermediate stripe, and top coat
shall be considered as separately applied coats. 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.
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 with the concurrence of 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 and shall
meet the minimum coating thickness. Each coat shall be thoroughly dry before applying
subsequent coats. Paint repair shall be in accordance with the paint manufacturer’s
recommendations and as accepted by the Engineer.
Page 6-262 2021 Standard Specifications M 41-10
6-07 Painting
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 D6386. The method of preparation shall be brush-off in accordance with SSPC-
SP16 Brush-Off Blast Cleaning of Coated and Uncoated Galvanized Steel, Stainless Steels,
and Non-Ferrous Metals or as otherwise allowed by the Engineer. The Contractor shall
not begin painting until receiving the Engineer’s acceptance of the prepared galvanized
surface. For galvanized bolts used for replacement of deteriorated existing rivets, the
Contractor, with the concurrence of the Engineer and after successful demonstration
testing, may prepare galvanized surfaces in accordance with SSPC-SP1 followed by SSPC-
SP2, Hand Tool Cleaning or SSPC-SP3, Power Tool Cleaning. The demonstration testing
shall include adhesion testing of the first coat of paint over galvanized bolts, nuts, and
washers or a representative galvanized surface. Adhesion testing shall be performed in
accordance with ASTM D4541 for 600 psi minimum adhesion. A minimum of 3 successful
tests shall be performed on the galvanized surface prepared and painted using the same
methods and materials to be used on the galvanized bolts, nuts and washers in the field.
6-07.3(11)A1 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.
2021 Standard Specifications M 41-10 Page 6-263
Painting 6-07
6-07.3(11)A2 Paint Coat Materials
The Contractor shall paint the dry surface as follows:
1. The first coat over a galvanized surface shall be an epoxy polyamide conforming
to Section 9-08.1(2)E. In the case of galvanized bolts used for replacement of
deteriorated existing rivets and for small surface areas less than or equal to one
square foot, an intermediate moisture cured polyurethane conforming to Section
9-08.1(2)G may be used as a first coat. In both cases the first coat shall be
compatible with galvanizing and as recommended by the top coat manufacturer.
2. The second coat shall be a top coat moisture cured aliphatic polyurethane
conforming to Section 9-08.1(2)H or a top coat polyurethane conforming to Section
6-07.3(10)H Option 2 NEPCOAT performance based paint specification compatible
with the first coat as recommended by the manufacturer.
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 consist of the following coats:
1. The first coat shall be an epoxy powder primer coat conforming to Section 9-08.2.
2. The second coat shall be a polyester finish coat conforming to Section 9-08.2.
6-07.3(11)B1 Submittals
The Contractor shall submit Type 2 Working Drawings consisting of the following
information:
1. The name, location, and contact information (mail address, phone, and email) 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.
4. Product data and MSDS sheets for all powder coating and coating repair materials.
Page 6-264 2021 Standard Specifications M 41-10
6-07 Painting
6-07.3(11)B2 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.
6-07.3(11)B3 Galvanized Surface Cleaning and Preparation
Galvanized surfaces receiving the powder coating shall be cleaned and prepared for
coating in accordance with ASTM D6386, and the project-specific powder coating plan.
Assemblies conforming to the ASTM D7803 definition for newly galvanized steel shall
receive surface smoothing and surface cleaning in accordance with ASTM D7803,
Section 5, and surface preparation in accordance with ASTM D7803, Section 5.1.3.
Assemblies conforming to the ASTM D7803 definition for partially weathered galvanized
steel shall be checked and prepared in accordance with ASTM D7803, Section 6, before
then receiving surface smoothing and surface cleaning in accordance with ASTM D7803,
Section 5, and surface preparation in accordance with ASTM D7803, Section 5.1.3.
Assemblies conforming to the ASTM D7803 definition for weathered galvanized steel
shall be prepared in accordance with ASTM D7803, Section 7 before then receiving
surface smoothing and surface cleaning in accordance with ASTM D7803, Section 5, and
surface preparation in accordance with ASTM D7803, Section 5.3 except as follows:
1. Ferrous metal abrasives are prohibited as a blast media for surface preparation.
2. Surface preparation shall be accomplished using dry abrasive blasting through a blast
nozzle with compressed air. Abrasive blasting with a centrifugal wheel is prohibited.
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.
6-07.3(11)B4 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, 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.
2021 Standard Specifications M 41-10 Page 6-265
Painting 6-07
6-07.3(11)B5 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. At a minimum, the QC testing shall test for
the following requirements:
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 D3363, with the finish coat providing a
minimum hardness value of H.
4. Adhesion testing in accordance with ASTM D4541 for 600 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 as a Type
2 Working Drawing.
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 powder coating
manufacturer’s recommendation as detailed in the project-specific powder coating plan,
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 acceptance of the QC Report and assembly
inspection performed by the Engineer.
Page 6-266 2021 Standard Specifications M 41-10
6-07 Painting
6-07.3(11)B6 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.
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.
After erection, all coating damage due to the Contractor’s shipping, storage, handling, and
erection operations shall be repaired by the Contractor in accordance with the project-
specific powder coating plan. 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
Painting of ferry terminal structures shall be in accordance with Section 6-07.3 as
supplemented below.
6-07.3(12)A Painting New Steel Ferry Terminal Structures
Painting of new steel Structures shall be in accordance with Section 6-07.3(9) except that
all coatings (primer, intermediate, intermediate stripe, and top) shall be applied in the shop
with the following exceptions:
1. Steel surfaces to be field welded.
2. Steel surfaces to be greased.
3. The length of piles designated in the Plans not requiring painting.
The minimum drying time between coats shall be as shown in the 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.
6-07.3(12)A1 Paint Systems
Paint systems for Structural Steel, which includes vehicle transfer spans and towers,
pedestrian overhead loading structures and towers, upland structural steel and
other elements as designated in the Special Provisions shall be as specified in
Section 6-07.3(9)A.
Paint systems for Piling, Landing Aids and Life Ladders shall be as specified in the Special
Provisions.
6-07.3(12)A2 Paint Color
Paint colors shall be as specified in the Special Provisions.
2021 Standard Specifications M 41-10 Page 6-267
Painting 6-07
6-07.3(12)A3 Coating Thickness
Coating thicknesses shall be as specified in the Special Provisions.
6-07.3(12)A4 Application of Field Coatings
An on-site supervisor shall be present for each work shift at the project site.
Upon completion of erection Work, all uncoated or damaged areas remaining, including
bolts, nuts, washers, splice plates, and field welds shall be prepared in accordance with
SSPC-SP 1, Solvent Cleaning, followed by SSPC-SP 11, Power Tool Cleaning to Bare
Metal. Surface preparation shall be measured according to SSPC-VIS 3. SSPC-SP 11 shall
be performed for a minimum distance of 1 inch from the uncoated or damaged area. In
addition, intact shop-applied coating surrounding the area shall be abraded or sanded for
a distance of 6 inches out from the properly prepared clean/bare metal areas to provide
adequate roughness for application of field coatings. All sanding dust and contamination
shall be removed prior to application of field coatings.
Field applied paint for Structural Steel shall conform to Section 6-07.3(10)H, as applicable.
Field applied paint for Piling, Landing Aids and Life Ladders shall be as specified in the
Special Provisions.
For areas above the tidal zone, the minimum drying time between coats shall be as shown
in the product data sheets, but not less than 12 hours. For areas within the tidal zone,
the minimum drying time between coats shall be as recommended by the paint system
manufacturer. 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 3, Power Tool Cleaning,
and shall be repainted with the same paint that was cleaned, at no additional cost to the
Contracting Agency.
Each coat shall be applied in a uniform layer, completely covering the preceding coat.
The Contractor shall correct runs, sags, skips, or other deficiencies before application of
succeeding coats. Such corrective work may require re-cleaning, application of additional
paint, or other means as determined by the Engineer, at no additional cost to the
Contracting Agency.
Surface preparation for underwater locations shall consist of removing all dirt, oil, grease,
loose paint, loose rust, and marine growth from the area that is to be repaired. The sound
paint surrounding the damaged area shall be roughened to meet the requirements of
the manufacturer. Paint for underwater applications shall be as specified in the Special
Provisions and shall be applied in accordance with the manufacturer’s recommendations.
6-07.3(12)B Painting Existing Steel Ferry Terminal Structures
Painting of existing steel structures shall be in accordance with Section 6-07.3(10) as
supplemented by the following.
Page 6-268 2021 Standard Specifications M 41-10
6-07 Painting
6-07.3(12)B1 Containment
Containment for full removal shall be in accordance with Section 6-07.3(10)A.
Containment for overcoat systems shall be in accordance with all applicable Permits as
required in the Special Provisions.
Prior to cleaning the Contractor shall enclose all exposed electrical and mechanical
equipment to seal out dust, water, and paint. Non-metallic surfaces shall not be abrasive
blasted or painted. Unless otherwise specified, the following metallic surfaces shall not be
painted and shall be protected from abrasive blasting and painting:
1. Galvanized and stainless steel surfaces not previously painted,
2. Non-skid surfaces,
3. Unpainted intentionally greased surfaces,
4. Equipment labels, identification plates, tags, etc.,
5. Fire and emergency containers or boxes,
6. Mechanical hardware such as hoist sheaves, hydraulic cylinders, gear boxes, wire
rope, etc.
The Contractor shall submit a Type 2 Working Drawing consisting of materials and
equipment used to shield components specified to not be cleaned and painted.
The Contractor shall shut off the power prior to working around electrical equipment. The
Contractor shall follow the lock-out/tag-out safety provisions of the WAC 296-803 and
all other applicable safety standards.
6-07.3(12)B2 Surface Preparation
For applications above high water and within the tidal zone, surface preparation for
overcoat painting shall be in accordance with SSPC-SP 1, Solvent Cleaning, followed
by SSPC-SP 3, Power Tool Cleaning. Use of wire brushes is not allowed. After SP 3
cleaning has been completed all surfaces 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 15, Commercial Grade Power Tool Cleaning. Surface
preparation shall be measured according to SSPC-VIS 3. SSPC-SP 15 shall be performed
for a minimum distance of 1 inch from the area exhibiting failure or visible corrosion.
In addition, intact shop-applied coating surrounding the repair area shall be abraded
or sanded for a distance of 6 inches out from the properly prepared clean/bare metal
areas to provide adequate roughness for application of repair coatings. All sanding dust
and contamination shall be removed prior to application of repair coatings. Surface
preparation for full paint removal shall be in accordance with Section 6-07.3(10)E except
SSPC-SP 11 will be permitted as detailed in the Contractor’s painting plan and as allowed
by the Engineer.
Surface preparation for underwater locations shall consist of removing all dirt, oil, grease,
loose paint, loose rust, and marine growth from the area that is to be repaired. The
2021 Standard Specifications M 41-10 Page 6-269
Painting 6-07
sound paint surrounding the damaged area shall be roughened as required by the coating
manufacturer.
Removed marine growth may be released to state waters provided the marine growth is
not mixed with contaminants (paint, oil, rust, etc.) and it shall not accumulate on the sea
bed. All marine growth containing contaminants shall be collected for proper disposal.
Surface preparation for the underside of bridge decks (consisting of either a steel grid
system of main bars or tees and a light gauge metal form, in-filled with concrete or a
corrugated light gauge metal form, infilled with concrete) shall be in accordance with
SSPC-SP 2, Hand Tool Cleaning or SSPC-SP 3, Power Tool Cleaning with the intent of
not causing further damage to the light gauge metal form. Following removal of any pack
rust and corroded sections from the underside of the bridge deck, cleaning and flushing
to remove salts and prior to applying the primer coat, the Contractor shall seal the entire
underside of the deck system with rust-penetrating sealer. Damage to galvanized metal
forms and/or grids shall be repaired in accordance with ASTM A 780, with the preferred
method of repair using paints containing zinc dust.
6-07.3(12)B3 Paint Systems
Paint systems for Structural Steel, which includes vehicle transfer spans and towers,
pedestrian overhead loading structures and towers, upland structural steel and
other elements as designated in the Special Provisions shall be as specified in
Section 6-07.3(10)H.
Paint systems for Piling, Landing Aids, Life Ladders, underside of vehicle transfer span
bridge decks, non-skid surface treated areas, and anti-graffiti coatings shall be as
specified in the Special Provisions.
6-07.3(12)B4 Paint Color
Paint colors shall be as specified in the Special Provisions.
6-07.3(12)B5 Coating Thickness
Coating thicknesses shall be as specified in the Special Provisions.
6-07.3(12)B6 Application of Field Coatings
Application of field coatings shall be in accordance with Section 6-07.3(10)O and
Section 6-07.3(12)A4 except for the following:
1. All coatings applied in the field shall be applied using a brush or roller. Spray
application methods may be used if allowed by the Engineer.
2. Applied coatings shall not be immersed until the coating has been cured as required
by the coating manufacturer.
3. Non-skid surface treatment products shall be applied in accordance with the
manufacturer’s recommendations.
4. Anti-graffiti coatings shall be applied in one coat following application of the top
coat, where specified in the Plans.
Page 6-270 2021 Standard Specifications M 41-10
6-07 Painting
6-07.3(13) Painting Timber Structures
Timber structures shall be painted as specified in the Special Provisions.
6-07.3(14) Metallic Coatings
6-07.3(14)A General Requirements
This specification covers the requirements for thermal spray metallic coatings, with and
without additional paint coats, as a means to prevent corrosion.
The coating system consists of surface preparation by wash cleaning and abrasive blast
cleaning, thermal spray application of a metallic coating using a material made specifically
for that purpose, and, when specified, shop primer coat or shop primer coat plus top
coat in accordance with Section 6-07.3(11)A. The system also includes inspection and
acceptance requirements.
6-07.3(14)B Reference Standards
SSPC-SP 10/NACE No. 2 Near-White Blast Cleaning
SSPC CS 23.00 Specification for the Application of Thermal Spray Coatings
(Metallizing) of Aluminum, Zinc, and Their Alloys and Composites for
the Corrosion Protection of Steel
ASTM C633 Standard Test Method for Adhesion or Cohesion Strengths of
Thermal Spray Coatings
ASTM D4417 Standard Test Methods for Field Measurement of Surface Profile of
Blast-Cleaned Steel
ASTM D6386 Standard Practice for Preparation of Zinc (Hot-Dip Galvanized)
Coated Iron and Steel Product and Hardware Surfaces for Painting
ASTM D4541 Standard Test Method for Pull-Off Strength of Coatings Using
Portable Adhesion Testers
ANSI/AWS C2.18 Guide for the Protection of Steel with Thermal Sprayed Coatings of
Aluminum, Zinc and their Alloys and Composites
6-07.3(14)C Quality Assurance
A representative sample of each lot of the coating material used shall be submitted to the
Engineer for analysis prior to use. Zinc shall have a minimum purity of 99.9 percent. Zinc
Aluminum 85/15 wire shall be 14 to 16 percent maximum aluminum.
The thermal sprayed coating shall have a uniform appearance. The coating shall not
contain any blisters, cracks, chips or loosely adhering particles, oil or other surface
contaminants, nodules, or pits exposing the substrate.
The thermal spray coating shall adhere to the substrate with a minimum bond of 700 psi.
The Contractor’s QA program shall include thermal spray coating bond testing.
2021 Standard Specifications M 41-10 Page 6-271
Painting 6-07
The Engineer may cut through the coating with a knife or chisel. If upon doing so, any part
of the coating lifts away from the base metal ¼ inch or more ahead of the cutting blade
without cutting the metal, then the bond is considered not effective and is rejected.
Coated areas which have been rejected or damaged in the inspection procedure described
shall have the defective sections blast cleaned to remove all of the thermal sprayed
coating and shall then be recoated. Before resubmittal and inspection, those sections
where coating has not reached the required thickness shall be sprayed with additional
metal until that thickness is achieved.
6-07.3(14)D Submittals
The Contractor shall submit to the Engineer, prior to abrasive blast cleaning, a 12 inch
square steel plate, of the same material and approximate thickness of the steel to be
coated, blasted clean in accordance with Section 6-07.3(14)E. The sample plate will be
checked for specified angular surface pattern, the abrasive grit size and type used, and
the procedure used. This plate shall be used as the visual standard to determine the
acceptability of the cleaned surface. In the event the Contractor’s cleaning operation
is inferior to the sample plate, the Contractor shall be required to correct the cleaning
operation to do a job comparable to the specimen submitted.
At the same time as submitting the abrasive blast cleaned steel plate sample, the
Contractor shall submit to the Engineer, a second 12 inch square steel plate of the same
material and thickness, cleaned and thermal spray coated in accordance with the same
processes and with the same equipment as intended for use in applying the thermal
spray coatings. The Engineer may request additional cleaned and thermal spray coated
samples to be produced and submitted coincident with thermal spray coating of the items
specified in the Plans to receive thermal spray coatings.
6-07.3(14)E Surface Preparation
Surface irregularities (e.g., sharp edges and/or carburized edges, cracks, delaminations,
pits, etc.) interfering with the application of the coating shall be removed or repaired, prior
to wash cleaning. Thermal cut edges shall be ground to reduce hardness to attain the
surface profile required from abrasive blast cleaning.
All dirt, oil, scaling, etc. shall be removed prior to blast cleaning. All surfaces shall be wash
cleaned with either clean water at 8000 psi or water and detergent at 2000 psi with two
rinses with clean water.
The surface shall be abrasive blast cleaned to near white metal (SSPC-SP 10). The surface
profile shall be measured using a surface profile comparator, replica tape, or other method
suitable for the abrasive being used in accordance with ASTM D4417.
Where zinc coatings up to and including 0.009 inch thick are to be applied, one of the
following abrasive grits shall be used with pressure blast equipment to produce a 3.0 mils
AA anchor tooth pattern:
1. Aluminum oxide or silicon carbide mesh size: SAE G-25 to SAE G-40
2. Hardened steel grit mesh size: SAE G-25 to SAE G-40
Page 6-272 2021 Standard Specifications M 41-10
6-07 Painting
3. Garnet, flint, or crushed nickel or black beauty coal slag mesh size: SAE G-25 to SAE
G-50
Where zinc coatings greater than 0.010 inch thick are to be applied, one of the following
abrasive grits shall be used with pressure blast equipment to produce a 5.0 mils AA
anchor tooth pattern:
1. Aluminum oxide or silicon carbide mesh size: SAE G-18 to SAE G-25
2. Hardened steel grit mesh size: SAE G-18 to SAE G-25
3. Garnet, flint, or crushed nickel or black beauty coal slag mesh size: SAE G-18 to SAE
G-25
The pressure of the blast nozzle, as measured with a needle probe gauge, with pressure
type blasting equipment shall be as follows:
1. With aluminum oxide, silicon carbide, flint, or slag - 50 psi minimum and 60 psi
maximum.
2. With garnet or steel grit - 75 psi minimum.
The pressure at the blast nozzle, with siphon blasting (suction blasting), shall be as
follows:
1. With aluminum oxide, silicon carbide, flint, or slag - 75 psi maximum.
2. With garnet or steel grit - 90 psi maximum.
The abrasive blast stream shall be directed onto the substrate surface at a spray angle of
75 to 90 degrees, and moved side to side. The nozzle to substrate distance shall be 4 to
12 inches.
6-07.3(14)F Application of Metallic Coating
No surface shall be sprayed which shows any sign of condensed moisture or which
does not comply with Section 6-07.3(14)E. If rust bloom occurs within the holding time
between abrasive blast cleaning and thermal spraying, the surface shall be reblasted at a
blast angle as close to perpendicular to the surface as possible to achieve a 2.0 to 4.0 mil
anchor tooth pattern. Thermal spraying shall not take place when the relative humidity is
90 percent or greater, when the steel temperature is less than 5F above the dew point, or
when the air or steel temperature is less than 40F.
Clean, dry air shall be used with not less than 50 psi air pressure at the air regulator. Not
more than 50 feet of 3/8 inch. ID hose shall be used between the air regulator and the
metallizing gun. The metallizing gun shall be started and adjusted with the spray directed
away from the work. During the spraying operation and depending upon the equipment
being used, the gun shall be held as close to perpendicular as possible to the surface from
5 to 8 inches from the surface of the work.
Manual spraying shall be done in a block pattern, typically 2 feet by 2 feet square. The
sprayed metal shall overlap on each pass to ensure uniform coverage. The specified
2021 Standard Specifications M 41-10 Page 6-273
Painting 6-07
thickness of the coating shall be applied in multiple layers. In no case are fewer than two
passes of thermal spraying, overlapping at right angles, acceptable.
At least one single layer of coating shall be applied within 4 hours of blasting and the
surface shall be completely coated to the specified thickness within 8 hours of blasting.
The minimum coating thickness shall be 6 mils unless otherwise shown in the Plans.
6-07.3(14)G Applications of Shop Coats and Field Coats
The surface shall be wiped clean with solvent immediately before applying the wash
primer. The wash primer shall have a low viscosity appropriate for absorption into the
thermal spray coating, and shall be applied within 8 hours after completion of thermal
spraying or before oxidation occurs. The dry film thickness of the wash primer shall not
exceed 0.5 mils or be less than 0.3 mils. It shall be applied using an appropriate spray gun
except in those areas where brush or roller application is necessary. The subsequent shop
primer or field coats shall be applied no less than one-half hour after a wash primer.
The shop primer coat, when specified, shall be applied in accordance with Section
6-07.3(11)A and the paint manufacturer’s recommendations.
All field coats, when specified, shall be applied in accordance with Section 6-07.3(11)A
and the paint manufacturer’s recommendations. The color of the top coat shall conform to
Section 6-03.3(30) as supplemented in these Special Provisions.
6-07.4 Measurement
Sealing and caulking pack rust will be measured by the linear foot along the edge of the
steel connection interface 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.
6-07.5 Payment
Payment will be made 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 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; furnishing containers for containment waste, 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;
Page 6-274 2021 Standard Specifications M 41-10
6-07 Painting
performing all cleaning and preparation of surfaces to be painted, including removal
of debris on pier caps supporting steel members and bearings included in the
painting limits; cleaning and preparing areas needing treatment of pack rust and
gaps; applying all coats of paint; correcting coating deficiencies; completing coating
repairs; and completing project site cleanup.
When a weather station is specified, all costs in connection with furnishing,
installing, operating, and removing the weather station, including furnishing
mounting hardware and repeaters, accessories and wireless display console units,
processing and submitting daily weather data reports, maintenance and upkeep, shall
be included in the lump sum Contract price for “Cleaning And Painting – _____”.
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 are otherwise complete but have repairs outstanding.
“Sealing and Caulking Pack Rust”, per linear foot.
The unit contract price per linear foot for “Sealing and Caulking Pack Rust” shall be
full pay for performing the work as specified, including applying the rust penetrating
sealer, foam backer rod when applicable, 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.
All costs in connection with producing the metallic coatings as specified shall be
included in the unit contract price for the applicable item or items of work.
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.
2021 Standard Specifications M 41-10 Page 6-275
Bituminous Surfacing on Structure Decks 6-08
6-08 Bituminous Surfacing on Structure Decks
6-08.1 Description
This Work consists of removing and placing Hot Mix Asphalt (HMA) or Bituminous
Surface Treatment (BST) directly on or over a Structure. This Work also includes
performing concrete bridge deck repair, applying waterproofing membrane, and sealing
paving joints.
6-08.2 Materials
Materials shall meet the requirements of the following sections:
Bituminous Surface Treatment 5-02.2
Hot Mix Asphalt 5-04.2
Joint Sealants 9-04.2
Closed Cell Foam Backer Rod 9-04.2(3)A
Waterproofing Membrane (Deck Seal) 9-11
Bridge Deck Repair Material 9-20.5
6-08.3 Construction Requirements
6-08.3(1) Definitions
Adjusted Removal Depth – the Bituminous Pavement removal depth specified by the
Engineer to supersede the Design Removal Depth after review of the Contractor survey
of the existing Bituminous Pavement grade profile.
Bituminous Pavement – the surfacing material containing an asphalt binder.
Design Removal Depth – the value shown in the “pavement schedule” or elsewhere in the
Plans to indicate the design thickness of Bituminous Pavement to be removed.
Final Grade Profile – the compacted finished grade surface of completed Bituminous
Pavement surfacing consisting of a vertical profile and superelevation cross-slope,
developed by the Engineer for Grade Controlled Structure Decks based on the Contractor
survey.
Grade Controlled – a Structure Deck requiring restriction of Bituminous Pavement work,
including restriction of pavement removal methods and restriction of overlay pavement
thicknesses.
Structure Deck – the bridge deck (concrete or timber), bridge approach slab, top of
concrete box culvert, or other concrete surfaces over or upon which existing Bituminous
Pavement is removed and new Bituminous Pavement is applied.
Page 6-276 2021 Standard Specifications M 41-10
6-08 Bituminous Surfacing on Structure Decks
6-08.3(2) Contractor Survey for Grade Controlled Structure Decks
Prior to removing existing Bituminous Pavement from a Grade Controlled Structure Deck,
the Contractor shall complete a survey of the existing surface for use in establishing
the existing cross section and grade profile elevations. When removal of Bituminous
Pavement is to be achieved by rotary milling/planing, the Contractor’s survey shall also
include the depths of the existing surfacing at each survey point.
The Contractor is responsible for all calculations, surveying, installation of control points,
and measuring required for setting, maintaining and resetting equipment and materials
necessary for the construction of the overlay to the Final Grade Profile.
6-08.3(2)A Survey Requirements
The Contractor shall establish at least two primary survey control points for controlling
actual Bituminous Pavement removal depth and the Final Grade Profile. Horizontal
control shall be by station and offset which shall be tied to either the Roadway centerline
or the Structure centerline. Vertical control may be an assumed datum established by the
Contractor.
Primary control points shall be described by station or milepost and offset on the baseline
selected by the Contractor. The Contractor may expand the survey control information to
include secondary horizontal and vertical control points as needed for the project.
Survey information collected shall include station or milepost, offset, and elevation for
each lane line and curb line. Survey information shall be collected at even 20 foot station
intervals, and along the centerline of each bridge expansion joint. The survey shall extend
300’-0” beyond the bridge back of pavement seat or end of Structure Deck. The survey
information shall include the top of Bituminous Pavement elevation and, when rotary
milling/planing equipment is used, the corresponding depth of Bituminous Pavement
to the Structure Deck. The Contractor shall ensure a surveying accuracy to within ±
0.01 feet for vertical control and ± 0.2 feet for horizontal control.
Voids in HMA created by the Contractor’s Bituminous Pavement depth measurements
shall be filled by material conforming to Section 9-20 or another material acceptable to
the Engineer.
6-08.3(2)B Survey Submittal
The Contractor’s survey records shall include descriptions of all survey control points
including station/milepost, offset, and elevations of all secondary control points. The
Contractor shall maintain survey records of sufficient detail to allow the survey to be
reproduced. The Contractor shall submit a Type 2 Working Drawing consisting of the
compiled survey records and information. Survey data shall be submitted as an electronic
file in Microsoft Excel format.
2021 Standard Specifications M 41-10 Page 6-277
Bituminous Surfacing on Structure Decks 6-08
6-08.3(2)C Final Grade Profile and Adjusted Removal Depth
Based on the results of the survey, the Engineer may develop a Final Grade Profile and
Adjusted Removal Depth. If they are developed, the Final Grade Profile and Adjusted
Removal Depth will be provided to the Contractor within three working days after
receiving the Contractor’s survey information. When provided, the Adjusted Removal
Depth supersedes the Design Removal Depth to become the Bituminous Pavement
removal depth for that Structure Deck.
6-08.3(3) General Bituminous Pavement Removal Requirements
Contractor shall remove Bituminous Pavement and associated deck repair material from
Structure Decks to the horizontal limits shown in the Plans and to either the specified or
adjusted Bituminous Pavement removal depth as applicable.
Removal of Bituminous Pavement within 12-inches of existing permanent features that
limit the reach of the machine or the edge of the following items shall be by hand or by
hand operated (nominal 30-pounds class) power tools: existing bridge expansion joint
headers; steel expansion joint assemblies; concrete butt joints between back of pavement
seats and bridge approach slabs, bridge drain assemblies; thrie beam post steel anchorage
assemblies fastened to the side or top of the Structure Deck.
When removing Bituminous Pavement with a planer, Section 5-04.3(14) shall apply. If the
planer contacts the Structure Deck in excess of the specified planing depth tolerance, or
contacts steel reinforcing bars at any time, the Contractor shall immediately cease planing
operations and notify the Engineer. Planing operations shall not resume until completion
of the appropriate adjustments to the planing machine and receiving the Engineer’s
concurrence to resume.
6-08.3(4) Partial Depth Removal of Bituminous Pavement from Structure Decks
The depth of surfacing removal, as measured to the bottom of the lowest milling groove
generated by the rotary milling/planing machine shall be +0.01, -0.02-feet of the specified
or Adjusted Removal Depth as applicable.
6-08.3(5) Full Depth Removal of Bituminous Pavement from Structure Decks
6-08.3(5)A Method of Removal
The Contractor shall perform full depth removal by a method that does not damage or
remove the Structure Deck in excess of the specified Bituminous Pavement removal
tolerance. The Contractor shall submit a Type 2 Working Drawing consisting of the
proposed methods and equipment to be used for full depth removal.
6-08.3(5)B Planer Requirements for Full Depth Removal
The final planed surface shall have a finished surface with a tolerance of +0.01, -0.02
feet within the planed surface profile, as measured from a 10-foot straight edge. Multiple
passes of planing to achieve smoothness will not be allowed.
Page 6-278 2021 Standard Specifications M 41-10
6-08 Bituminous Surfacing on Structure Decks
In addition to Section 6-08.3(3), the planing equipment shall conform to the following
additional requirements:
1. The cutting tooth spacing on the rotary milling head shall be less than or equal to
¼ inch.
2. The rotary milling/planing machine shall have cutting teeth that leave a uniform
plane surface at all times. All teeth on the mill head shall be kept at a maximum
differential tolerance of ⅜-inch between the shortest and longest tooth, as measured
by a straight edge placed the full width of the rotary milling head.
3. Cutting tips shall be replaced when 30 percent of the total length of the cutting tip
material remains.
Prior to each day’s Bituminous Pavement removal operations, the Contractor shall confirm
to the satisfaction of the Engineer that the rotary head cutting teeth are within the
specified tolerances.
6-08.3(5)C Structure Deck Cleanup after Bituminous Pavement Removal
Waterproofing membrane that is loose or otherwise not firmly bonded to the Structure
Deck shall be removed as an incidental component of the Work of surfacing removal.
Existing waterproofing membrane bonded to the Structure Deck need not be removed.
6-08.3(6) Repair of Damage due to Bituminous Pavement Removal Operations
All concrete bridge deck, pavement seat, and steel reinforcing bar damage due to
the Contractor’s surfacing removal operations shall be repaired by the Contractor in
accordance with Section 1-07.13, and as specified below.
Damaged concrete in excess of the specified Bituminous Pavement removal tolerance
shall be repaired in accordance with Section 6-08.3(7), with the bridge deck repair
material placed to the level of the surrounding bridge deck and parallel to the final grade
paving profile.
Damaged steel reinforcing bar shall be repaired as follows:
1. Damage to steel reinforcing bar resulting in a section loss less than 20-percent of
the bar with no damage to the surrounding concrete shall be left in place and shall
be repaired by removing the concrete to a depth ¾-inches around the top steel
reinforcing bar and placing bridge deck repair material accepted by the Engineer to
the level of the bridge deck and parallel to the final grade paving profile.
2. Damage to steel reinforcing bar resulting in a section loss of 20-percent or more in
one location, bars partially or completely removed from the bridge deck, or where
there is a lack of bond to the concrete, shall be repaired by removing 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.
2021 Standard Specifications M 41-10 Page 6-279
Bituminous Surfacing on Structure Decks 6-08
6-08.3(7) Concrete Deck Repair
This Work consists of repairing the concrete deck after Bituminous Pavement has been
removed.
6-08.3(7)A Concrete Deck Preparation
The Contractor, with the Engineer, shall inspect the exposed concrete deck to establish
the extent of bridge deck repair in accordance with Section 6-09.3(6). Areas of Structure
Deck left with existing well bonded waterproof membrane after full depth Bituminous
Pavement removal are exempt from this inspection requirement.
All loose and unsound concrete within the repair area shall be removed with jackhammers
no heavier than the nominal 30 pound class or chipping hammers no heavier than the
nominal 15 pound class, or other mechanical means acceptable to the Engineer, and
operated at angles less than 45 degrees as measured from the surface of the deck to the
tool. If unsound concrete exists around the existing steel reinforcing bars, or if the bond
between concrete and steel reinforcing bar is broken, the Contractor shall remove the
concrete to provide a ¾ inch minimum clearance to the bar. The Contractor shall take care
to prevent damage to the existing steel reinforcing bars and concrete to remain.
After removing sufficient concrete to establish the limits of the repair area, the Contractor
shall make ¾ inch deep vertical saw cuts and maintain square edges at the boundaries of
the repair area. The exposed steel reinforcing bars and concrete in the repair area shall be
abrasive blasted and blown clean just prior to placing the bridge deck repair material.
6-08.3(7)B Ultra-Low Viscosity, Two-Part Liquid, Polyurethane-Hybrid
Polymer Concrete
The ultra-low viscosity, two-part liquid, polyurethane-hybrid polymer concrete shall be
mixed in accordance with the manufacturer’s recommendations.
Aggregate shall conform to the gradation limit requirements recommended by the
manufacturer. The aggregate and the ultra-low viscosity, two-part liquid, polyurethane-
hybrid polymer concrete shall be applied to the repair areas in accordance with the
sequence and procedure recommended by the manufacturer.
All repairs shall be float finished flush with the surrounding surface within a tolerance of
⅛ inch of a straight edge placed across the full width and breadth of the repair area.
6-08.3(7)C Pre-Packaged Cement Based Repair Mortar
The Contractor shall mix the pre-packaged cement based repair mortar using equipment,
materials and proportions, batch sizes, and process as recommended by the manufacturer.
All repairs shall be float finished flush with the surrounding surface within a tolerance of
⅛ inch of a straight edge placed across the full width and breadth of the repair area.
Page 6-280 2021 Standard Specifications M 41-10
6-08 Bituminous Surfacing on Structure Decks
6-08.3(7)D Cure
All bridge deck repair areas shall be cured in accordance with the manufacturer’s
recommendations and attain a minimum compressive strength of 2,500 psi before
allowing vehicular and foot traffic on the repair and placing waterproofing membrane on
the bridge deck over the repair.
6-08.3(8) Waterproof Membrane for Structure Decks
This work consists of furnishing and placing a waterproof sheet membrane system over
a prepared Structure Deck prior to placing an HMA overlay. The waterproof membrane
system shall consist of a sheet membrane adhered to the Structure Deck with a primer.
The Contractor shall comply with all membrane manufacturer’s installation
recommendations.
6-08.3(8)A Structure Deck Preparation
The Structure Deck and ambient air temperatures shall be above 50°F and the Structure
Deck shall be surface-dry at the time of the application of the primer and membrane.
All areas of a Structure Deck that have fresh cast bridge deck concrete less than 28
days old (not including bridge deck repair concrete placed in accordance with Section
6-08.3(7)) shall cure for a period of time recommended by the membrane manufacturer,
or as specified by the Engineer, before application of the membrane.
The entire Structure Deck and the sides of the curb and expansion joint headers to
the height of the HMA overlay shall be free of all foreign material such as dirt, grease,
etc. Prior to applying the primer or sheet membrane, all dust and loose material shall
be removed from the Structure Deck. All surface defects such as spalled areas, cracks,
protrusions, holes, sharp edges, ridges, etc., and other surface imperfections greater than
¼ inch in width shall be corrected prior to application of the membrane.
6-08.3(8)B Applying Primer
The primer shall be applied to the cleaned deck surfaces at the rate according to the
procedure recommended by the membrane manufacturer. All surfaces to be covered by
the membrane shall be thoroughly and uniformly coated with primer. Structure Deck
areas left with existing well bonded waterproof membrane after bituminous surfacing
removal shall receive an application of primer in accordance with the membrane
manufacturer’s recommendations. Precautionary measures shall be taken to ensure that
pools and thick layers of primer are not left on the deck surface. The membrane shall not
be applied until the primer has cured or volatile material has substantially dissipated, in
accordance with the membrane manufacturer’s recommendations.
The primer and waterproof membrane shall extend from the bridge deck up onto the curb
face and expansion joint header face the thickness of the HMA overlay. The membrane
shall adhere to the vertical surface.
2021 Standard Specifications M 41-10 Page 6-281
Bituminous Surfacing on Structure Decks 6-08
6-08.3(8)C Placing Waterproof Membrane
Membrane application shall begin at the low point on the deck, and continue in a lapped
shingle pattern. The overlap shall be a minimum of six inches or greater if recommended
by the membrane manufacturer. Membrane seams shall be sealed as recommended by
the membrane manufacturer. Hand rollers or similar tools shall be used on the applied
membrane to assure firm and uniform contact with the primed Structure surfaces.
The fabric shall be neatly cut and contoured at all expansion joints and drains. The cuts at
bridge drains shall be two right angle cuts made to the inside diameter of the bridge deck
drain outlet, after which the corners of the waterproof membrane shall be turned down
into the drains and laid in a coating of primer.
6-08.3(8)D Membrane Repair and Protection
The waterproof membrane will be visually inspected by the Engineer for uniformity, tears,
punctures, bonding, bubbles, wrinkles, voids and other defects. All such deficiencies shall
be repaired in accordance with the membrane manufacturer’s recommendations prior to
placement of the HMA overlay.
The membrane material shall be protected from damage due to the paving operations
in accordance with the membrane manufacturer’s recommendations. No traffic or
equipment except that required for the actual waterproofing and paving operations will
be permitted to travel or rest on the membrane until it is covered by the HMA overlay.
The use of windrows is not allowed for laydown of HMA on a membrane.
Where waterproofing membrane is placed in stages or applied at different times, a strip
of temporary paper shall be used to protect the membrane overlap from the HMA hand
removal methods.
6-08.3(9) Placing Bituminous Pavement on Structure Decks
HMA overlay shall be applied on Grade Controlled Structure Decks using reference lines
for vertical control in accordance with Section 5-04.3(3)C.
The compacted elevation of the HMA overlay on Structure Decks shall be within ± 0.02
feet of the specified overlay thickness or Final Grade Profile as applicable. Deviations
from the final grade paving profile in excess of the specified tolerance and areas of non-
conforming surface smoothness shall be corrected in accordance with Section 5-04.3(13).
Final grade Roadway transitions to a Structure Deck with Bituminous Pavement shall not
exceed a 0.20 percent change in grade in accordance with the bridge deck transition for
HMA overlay Standard Plan, unless shown otherwise in the Plans.
Final grade compacted HMA elevations shall be higher than an adjacent concrete edge
by ¼ inch ± ⅛ inch at all expansion joint headers and concrete butt joints as shown in the
concrete to asphalt butt joint details of the bridge paving joint seals Standard Plan. This
also applies to steel edges within the limits of the overlay such as bridge drain frames and
steel joint riser bars at bridge expansion joints.
Page 6-282 2021 Standard Specifications M 41-10
6-08 Bituminous Surfacing on Structure Decks
6-08.3(9)A Protection of Structure Attachments and Embedments
The Contractor is responsible for protecting all Structure attachments and embedments
from the application of BST and HMA.
Drainage inlets that are to remain open, and expansion joints, shall be cleaned out
immediately after paving is completed. Materials passing through expansion joints shall be
removed from the bridge within 10 working days.
All costs incurred by the Contractor in protective measures and clean up shall be included
in the unit Contract prices for the associated Bid items of Work.
6-08.3(10) HMA Compaction on Structure Decks
Compaction of HMA on Structure Decks shall be in accordance with Section 5-04.3(10).
Work rejected in accordance with Section 5-04.3(11) shall include the materials, work,
and incidentals to repair an existing waterproof membrane damaged by the removal of the
rejected work.
6-08.3(11) Paved Panel Joint Seals and HMA Sawcut and Seals
Bridge paving joint seals shall be installed in accordance with Section 5-03.3(2)C and the
details shown in the Plans and Standard Plans.
When concrete joints are exposed after removal of Bituminous Pavement, the joints
shall be cleaned and sealed in accordance with Section 5-03.3(2)C2 and the paved panel
joint seal details of the bridge paving joint seals Standard Plan, including placement of
the closed cell backer rod at the base of the cleaned joint. If waterproofing membrane
is required, the membrane shall be slack or folded at the concrete joint to allow for
Structure movements without stress to the membrane. After placement of the HMA
overlay, the second phase of the paved panel joint seal shall be completed by sawing the
HMA and sealing the sawn joint in accordance with Section 5-03.3(2)C1.
6-08.4 Measurement
Removing existing Bituminous Pavement from Structure Decks will be measured by the
square yard of Structure Deck surface area with removed overlay.
Bridge deck repair will be measured by the square foot surface area of deck
concrete removed with the measurement taken at the plane of the top mat of steel
reinforcing bars.
Waterproof membrane will be measured by the square yard surface area of Structure
Deck and curb and header surface area covered by membrane.
2021 Standard Specifications M 41-10 Page 6-283
Bituminous Surfacing on Structure Decks 6-08
6-08.5 Payment
Payment will be made for each of the following Bid items that are included in the
Proposal:
“Structure Surveying”, lump sum.
“Removing Existing Overlay From Bridge Deck___”, per square yard.
The unit Contract price per square yard for “Removing Existing Overlay From Bridge
Deck___”, shall be full pay for performing the Work as specified for full removal
of Bituminous Pavement on Structure Decks, including the removal of existing
waterproof membrane and disposing of materials.
“Bridge Deck Repair Br. No.___”, per square foot.
The unit Contract price per square foot for “Bridge Deck Repair Br. No.___” 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.
“Waterproof Membrane Br. No.___”, per square yard.
The unit Contract price per square yard for “Waterproof Membrane Br. No.___” shall
be full pay for performing the Work as specified, including repairing any damaged or
defective waterproofing membrane and repair of damaged HMA overlay.
Page 6-284 2021 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)
Blended Hydraulic Cement 9-01.2(1)B
Fine Aggregate 9-03.1
Coarse Aggregate 9-03.1
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.
Blended hydraulic cement shall be Type IP(X)MS and shall only be used in modified fly
ash overlay. The required proportions for Type I cement and Type F fly ash shall be in
accordance with Section 6-09.3(3)C. Only Type IP(X)MS that is blended with Type F
fly ash is permitted for use. Type IP(X)MS that is blended with natural pozzolans are
not 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 of a Manufacturer’s Certificate of Compliance in accordance
with 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.
2021 Standard Specifications M 41-10 Page 6-285
Modified Concrete Overlays 6-09
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 of a Manufacturer’s Certificate of
Compliance in accordance with 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 77°F) … California Test 434
Density 8.5 to 8.8 pounds per gallon at 77°F… ASTM D2849
Flash Point >200°F, PMCC (Pinsky-Martens CC)
Vapor Pressure <0.04 inches Hg at 77°F, ASTM D323
Tg (DSC) >136°F, ASTM D3418
Gel Time 60 minutes minimum
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.
Page 6-286 2021 Standard Specifications M 41-10
6-09 Modified Concrete Overlays
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, and shall meet
the following:
1. Jack hammers no heavier than the nominal 30-pound class.
2. Chipping hammers no heavier than the nominal 15-pound class.
3. Other mechanical means acceptable to the Engineer.
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 used to remove an upper layer of existing concrete overlay,
when present, shall have a maximum operating weight of 50,000 pounds and conform to
Section 6-08.3(5)B.
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 sound concrete to the lesser of 2 inches or the nominal scarification depth shown
in the Plans with a single pass of the machine, and with the simultaneous removal of all
deteriorated concrete. If the nominal scarification depth is greater than 2 inches then
the multiple passes shall be required. Rotary heads are required for the final pass of the
hydro-demolition machine. Hydro-demolition machines shall also clean any exposed
reinforcing steel of all rust and corrosion products.
6-09.3(1)D Vacant
6-09.3(1)E Air Compressor
Air compressors shall be equipped with oil traps to eliminate oil from being blown onto
the bridge deck.
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
operated in air pollution sensitive areas and shall be equipped to not contaminate the
deck during final preparation for concrete placement.
2021 Standard Specifications M 41-10 Page 6-287
Modified Concrete Overlays 6-09
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. A 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 a 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 a 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.
Page 6-288 2021 Standard Specifications M 41-10
6-09 Modified Concrete Overlays
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.
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 one complete revolution. Stop the
belt. Reset the cement meter to zero. Position a suitable container to catch the
cement and discharge approximately one 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 one bag of cement
until six 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
2021 Standard Specifications M 41-10 Page 6-289
Modified Concrete Overlays 6-09
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 one 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 one bag of cement.
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 three 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
Page 6-290 2021 Standard Specifications M 41-10
6-09 Modified Concrete Overlays
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 and Batch Plants for Concrete Class M, Fly Ash
Modified and Microsilica Modified Concrete
Ready-mix trucks and batch plants 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 augers, followed by an oscillating, vibrating
screed, vibrating roller tamper, or a vibrating pan, followed by a rotating cylindrical double
drum screed. The vibrating screed, roller tamper or pan shall be of sufficient length and
width to properly consolidate the mixture. The vibrating frequency of the vibrating screed,
roller tamper or pan shall be variable with positive control.
6-09.3(2) Submittals
The Contractor shall submit the following Working Drawings in accordance with
Section 1-05.3:
1. A Type 1 Working Drawing consisting of catalog cuts and operating parameters of
the hydro-demolition machine selected by the Contractor for use in this project to
scarify concrete surfaces.
2. A Type 1 Working Drawing consisting of catalog cuts, operating parameters, axle
loads, and axle spacing of the rotary milling machine (if used to remove an upper
layer of existing concrete overlay when present).
3. A Type 2 Working Drawing of the Runoff Water Disposal Plan. 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. A Type 2 Working Drawing of 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.
2021 Standard Specifications M 41-10 Page 6-291
Modified Concrete Overlays 6-09
5. A Type 1 Working Drawing of 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. A Type 1 Working Drawing of samples of the latex admixture and the portland
cement for testing and compatibility (if latex modified concrete is used).
7. A Type 2 Working Drawing of the paving equipment Specifications and details of the
screed rail support system, including details of anchoring the rails and providing rail
continuity.
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.
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
The use of a water-reducing admixture conforming to AASHTO M194 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 M154 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.
Page 6-292 2021 Standard Specifications M 41-10
6-09 Modified Concrete Overlays
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.
2021 Standard Specifications M 41-10 Page 6-293
Modified Concrete Overlays 6-09
6-09.3(4) Storing and Handling
6-09.3(4)A Vacant
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. 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 protect adjacent traffic from flying debris generated by the
scarification process in accordance with item 4 of Section 6-09.3(2).
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).
All areas of the deck that are inaccessible to the selected scarifying machine shall be
scarified to remove the concrete surface matrix by a method acceptable to the Engineer.
The maximum scarified depth shall be equal to the nominal scarification depth shown in
the Plans or as otherwise allowed in areas of existing dense, sound bridge deck concrete
repair material. If these areas are hand-chipped then the equipment shall meet the
requirements as specified in Section 6-09.3(1)A.
Page 6-294 2021 Standard Specifications M 41-10
6-09 Modified Concrete Overlays
Dense, sound areas of existing bridge deck concrete repair material shall be sufficiently
scarified to provide 1-inch minimum clearance to the top of the fresh modified
concrete overlay.
Concrete process water generated by scarifying concrete surface and removing existing
concrete overlay operations shall be contained, collected, and disposed of in accordance
with Sections 5-01.3(11) and 6-09.3(5)C, and the Section 6-09.3(2) Runoff Water
Disposal Plan.
6-09.3(5)B Testing of Hydro-Demolition Machines
A trial area shall be performed to demonstrate that the equipment and methods of
operation are capable of producing results satisfactory to the Engineer. The trial area
shall consist of a patch approximately 30 square feet in sound concrete as determined by
the Engineer.
The equipment shall be programmed to remove concrete to the nominal scarification
depth shown in the Plans, but no more than 2 inches, with a single pass of the machine.
The Engineer will grant acceptance 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 be monitored
every 20 feet as the machine progresses across the bridge deck, in order to prevent the
unnecessary removal of sound concrete below the required nominal 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.
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 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 Vacant
2021 Standard Specifications M 41-10 Page 6-295
Modified Concrete Overlays 6-09
6-09.3(5)E Removing Existing Concrete Overlay Layer by Rotomilling
When the Contractor elects to remove the upper layer of existing concrete overlay, when
present, by rotomilling prior to final scarifying, the entire concrete surface of the bridge
deck shall be milled to remove the surface matrix to the depth specified in the Plans
with a tolerance as specified in Section 6-08.3(5)B. The operating parameters of the
rotary milling machine shall be monitored in order to prevent the unnecessary removal of
concrete below the specified 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.
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 entire lane or strip being overlaid shall be thoroughly
cleaned of all dust, freestanding water and loose particles.
6-09.3(6) Further Deck Preparation
Once the lane or strip being overlaid has been cleaned of debris from scarifying, the
entire scarified surface shall be inspected by the Contractor, in the presence of the
Engineer, in accordance with ASTM D4580, Method B. The Contractor shall mark those
areas of the existing bridge deck requiring further deck preparation.
Further deck preparation will be required when any one of the following conditions is
present:
1. Unsound concrete in accordance with ASTM D4580, Method B.
2. Lack of bond between existing concrete and reinforcing steel.
3. All existing nonconcrete patches.
Page 6-296 2021 Standard Specifications M 41-10
6-09 Modified Concrete Overlays
Dense, sound areas of existing bridge deck material shall be sufficiently scarified to the
limits shown in the plans in accordance with 6-09.3(5)A and is not considered further
deck preparation.
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 power driven hand tools
conforming to Section 6-09.3(1)A, or hydro-demolition machines conforming to
Section 6-09.3(1)C.
6-09.3(6)B Deck Repair Preparation
All material 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 material.
Care shall be taken in removing the deteriorated material 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 vertical edges at the boundaries of the repair area. In no
case shall the depth of a sawn vertical cut exceed ¾ inch or to the top of the top steel
reinforcing bars, whichever is less.
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.
Where existing steel reinforcing bars inside deck repair areas show deterioration greater
than 20-percent section loss, the Contractor shall furnish and place steel reinforcing bars
alongside the deteriorated bars in accordance with the details shown in the Standard
Plans. Payment for such extra Work will be by force account as provided in Section
1-09.6.
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.
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.
2021 Standard Specifications M 41-10 Page 6-297
Modified Concrete Overlays 6-09
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 or, where depths are
greater, the exposed bar length does not exceed 12-continuous inches along the length
of the bar, may be filled during the placement of the concrete overlay. The Work of Type
1 further deck preparation shall consist of removing and disposing of the concrete within
the repair area.
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 to the scarification depth shown
in the plans and wet cured for 42 hours in accordance with Section 6-09.3(13), prior to
placing the concrete overlay. The Work of Type 2 further deck preparation shall consist
of removing and disposing of concrete within the repair area, and furnishing, placing,
finishing, and curing the repair concrete. 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 to be free from oil and grease, rust and other foreign
material that may still be present. These materials shall be removed by detergent-cleaning
or other method accepted by the Engineer followed by sandblasting.
After detergent cleaning and sandblasting is completed, the entire lane or strip being
overlaid shall be cleaned in final preparation for placing concrete.
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.
Scarification, and removal of the upper layer of concrete overlay when present, may
proceed during the final cleaning and overlay placement phases of the Work on adjacent
portions of the Structure so long as the scarification and concrete overlay removal
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 scarification
and concrete overlay removal impedes or interferes in any way with the final cleaning
or overlay placement as determined by the Engineer, the scarification and concrete
overlay removal Work shall be terminated immediately and the scarification and concrete
overlay removal equipment removed sufficiently away from the area being prepared or
overlaid to eliminate the conflict. If the grade is such that water and contaminants from
the scarification and concrete overlay removal operation will flow into the area being
prepared or overlaid, the scarification and concrete overlay removal operation shall be
terminated and shall remain suspended for the first 24 hours of curing time after the
completion of concrete placement.
Page 6-298 2021 Standard Specifications M 41-10
6-09 Modified Concrete Overlays
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.
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 allowed 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
has turned over the concrete for acceptance testing. Concrete samples for testing shall
be supplied to the Engineer in accordance with Section 6-02.3(5)E. 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 two 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 two successive tests indicate that the
concrete is within specified limits, the sampling and testing frequency may decrease to
one for every three 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 two successive subsequent tests indicate that the concrete is
within the specified limits, the random sampling and testing frequency of one for every
three truck loads may resume.
6-09.3(8)B Quality Assurance for Latex 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
has turned over the concrete for acceptance testing. The Engineer will perform testing
as the concrete is being placed. Samples shall be taken on the first charge through each
mobile mixer and every other charge thereafter. The sample shall be taken after the first 2
minutes of continuous mixer operation. Concrete samples for testing shall be supplied to
the Engineer in accordance with Section 6-02.3(5)E.
2021 Standard Specifications M 41-10 Page 6-299
Modified Concrete Overlays 6-09
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). 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 shall be adhered to by the Contractor. 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 two 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) 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
Page 6-300 2021 Standard Specifications M 41-10
6-09 Modified Concrete Overlays
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 Type 1 Working Drawing 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 feet 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
specified 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
2021 Standard Specifications M 41-10 Page 6-301
Modified Concrete Overlays 6-09
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).
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). 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 representing the Contractor shall include the superintendent and all
foremen in charge of placing and finishing the modified concrete overlay.
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.
Page 6-302 2021 Standard Specifications M 41-10
6-09 Modified Concrete Overlays
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.
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, and wind velocity one foot above the bridge
deck is 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.
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.
2021 Standard Specifications M 41-10 Page 6-303
Modified Concrete Overlays 6-09
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.
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.
6-09.3(13) Curing Concrete Overlay
As 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.
As an alternative to the application of burlap and fog spraying described above, the
Contractor may propose a curing system using proprietary curing blankets specifically
manufactured for bridge deck curing. The Contractor shall submit a Type 2 Working
Drawing consisting of details of the proprietary curing blanket system, including product
literature and details of how the system is to be installed and maintained.
The wet curing regimen as described shall remain in place for a minimum of 42-hours.
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 accordance with ASTM D4580, in a manner accepted 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 at
no additional expense to the Contracting Agency, in accordance with Section 6-09.3(6)
except as modified here.
Saw cut the edges around the repair area with an edge perpendicular to the concrete
surface. The depth of the saw cut shall be ¾ inch, but shall be reduced if necessary
to avoid damaging any reinforcement. The geometry of the repair perimeter shall be
Page 6-304 2021 Standard Specifications M 41-10
6-09 Modified Concrete Overlays
rectangular, avoiding reentrant corners. All concrete in the removal area shall be removed
by chipping, or other approved mechanical means to the depth necessary to remove all
loose or unsound concrete. All removal shall maintain square edges at the boundaries
of the repair area. Concrete for patching shall be the same modified concrete as used in
the overlay.
The repair area shall be wet cured for 42 hours in accordance with Section 6-09.3(13).
After curing requirements have been met, all repaired areas shall be sounded by the
Contractor in accordance with this section.
6-09.3(15) Sealing and Texturing Concrete Overlay
After the requirements for checking for bond have been met, 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 two applications of HMWM.
Immediately following the application of HMWM, the wetted surface shall be coated with
sand for abrasive finish.
After all cracks have been filled and sealed and the HMWM resin has cured, the
concrete overlay surface shall receive a longitudinally sawn texture in accordance with
Section 6-02.3(10)D5.
Traffic shall not be permitted on the finished concrete until it has reached a minimum
compressive strength of 3,000 psi as verified by rebound number determined in
accordance with ASTM C805 and the longitudinally sawn texture is completed.
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
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.
Further deck preparation for Type 1 deck repair and for Type 2 deck repair will be
measured by the square foot of surface area of deck concrete removed in accordance
with Section 6-09.3(6).
2021 Standard Specifications M 41-10 Page 6-305
Modified Concrete Overlays 6-09
6-09.5 Payment
Payment will be made 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 for Type 1 Deck Repair”, per square foot.
“Further Deck Preparation for Type 2 Deck Repair”, per square foot.
“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 6-306 2021 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 specified by the Engineer.
6-10.2 Materials
Materials shall meet the requirements of the following sections:
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 × 19, made of improved plow steel that has been galvanized
and preformed. Galvanizing shall meet ASTM A603. 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
accordance 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 M232. All other hardware shall
conform to Section 9-06.5(1) and be galvanized in accordance with AASHTO M232.
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 specified 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.
Steel welded wire reinforcement deformed, conforming to Section 9-07.7, may be
substituted in concrete barrier in place of deformed steel bars conforming to Section
9-07.2, subject to the following conditions:
1. Steel welded wire reinforcement spacing shall be the same as the deformed steel bar
spacing shown in the Standard Plans.
2021 Standard Specifications M 41-10 Page 6-307
Concrete Barrier 6-10
2. The minimum cross sectional area for steel welded wire reinforcement shall be no
less than 86 percent of the cross sectional area for the deformed steel bars being
substituted.
3. Development lengths and splice lengths shall conform to requirements specified in
the AASHTO LRFD Bridge Design Specifications, current edition.
6-10.3(1) Precast Concrete Barrier
Precast concrete barrier shall meet all the requirements in Section 6-02.3(9), except as
modified in this section.
Test results from the 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 in accordance with Section 6-02.3(5)D.
The 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 5000 for Type F and Class 4000 for all other
precast barriers, 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 the specified 28 day compressive strength.
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.
If heat curing methods are used, 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 70%
of the specified 28 day compressive strength. 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.
Page 6-308 2021 Standard Specifications M 41-10
6-10 Concrete Barrier
Only one section less than 20 feet long for single slope barrier and 10 feet long for all
other barriers may be used in any single run of precast barrier, and it shall 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.
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 ¼ inch. 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.
2021 Standard Specifications M 41-10 Page 6-309
Concrete Barrier 6-10
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 Barrier
For temporary barrier, the Contractor may use precast concrete barrier or temporary
steel barrier. If temporary steel barrier is selected, the Contractor shall verify the
lateral deflection distance meets or is less than what is shown in the Contract Plans.
Temporary concrete 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. Temporary steel barrier shall be certified that
it meets the requirements of NCHRP 350 or MASH Test Level 3 or 4 as specified in
Section 1-10.2(3). Temporary steel barrier shall be installed in accordance with the
manufacturer’s recommendations.
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. 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 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
shall immediately repair it to the Engineer’s satisfaction or replace it with an
undamaged section.
Delineators shall be placed on the traffic face of the barrier 6 inches from the top and
spaced a maximum of 40 feet on tangents and 20 feet through curves. The reflector
color shall be white on the right side of traffic and yellow on the left side of traffic.
The Contractor shall maintain, replace and clean the delineators when ordered by
the Engineer.
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
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.
Page 6-310 2021 Standard Specifications M 41-10
6-10 Concrete Barrier
6-10.3(6) Placing Concrete Barrier
Precast concrete barrier Type F, Types 2 and 4, precast single slope barrier, and transitions
shall rest on a paved foundation shaped to a uniform grade and section. The foundation
surface for precast concrete barrier Type F, Types 2 and 4, precast single slope barrier,
and transitions 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 all 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 barrier will be measured by the linear foot along the completed line and slope
of the barrier, one 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 one 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.
2021 Standard Specifications M 41-10 Page 6-311
Concrete Barrier 6-10
6-10.5 Payment
Payment will be made for each of the following Bid items that are included in the
Proposal:
“Precast Conc. Barrier Type ____”, per linear foot.
“Precast Conc. Barrier Type F Unanchored”, per linear foot.
“Precast Conc. Barrier Type F Anchored”, 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.
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 Barrier”, per linear foot.
Page 6-312 2021 Standard Specifications M 41-10
6-10 Concrete Barrier
The unit Contract price per linear foot for “Temporary 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.
2021 Standard Specifications M 41-10 Page 6-313
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 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 Type 2E Working Drawings consisting of excavation shoring
plans in accordance with Section 2-09.3(3)D.
The Contractor shall submit Type 2E Working Drawings of falsework and formwork plans
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, Type
2E Working Drawings of the following information shall be submitted in accordance with
Section 6-02.3(9)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.
Page 6-314 2021 Standard Specifications M 41-10
6-11 Reinforced Concrete Walls
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.
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(9) except as
modified in this Section, 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.
The precast concrete wall stem panels shall be fabricated full height, and shall be
fabricated in widths of 8, 16, 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
2021 Standard Specifications M 41-10 Page 6-315
Reinforced Concrete Walls 6-11
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.
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. Cast-in-place footings
shall have a longitudinal slope no steeper than 1V: 6H, unless otherwise shown in the
Plans or Standard Plans.
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.
Page 6-316 2021 Standard Specifications M 41-10
6-11 Reinforced Concrete Walls
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 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”.
“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”.
2021 Standard Specifications M 41-10 Page 6-317
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 Concrete 9-03.1
Gravel Backfill 9-03.12
Premolded Joint Filler 9-04.1(2)
Bolts, Nuts, and Washers 9-06.5(1)
Noise Barrier Wall Access Door 9-06.17
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 a Type 2 Working Drawing consisting of the noise
barrier wall access plan. 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 Type
2 Working Drawing consisting of the shaft construction plan, including at a minimum 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.
Page 6-318 2021 Standard Specifications M 41-10
6-12 Noise Barrier Walls
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
Type 2 Working Drawings consisting of shop drawings for the precast concrete panels in
accordance with Section 6-02.3(9)A. In addition to the items listed in Section 6-02.3(9)A,
the precast concrete panel shop drawings shall include the following:
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. 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 one access road into the noise barrier wall from the
main Roadway and one 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 s 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.
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.
2021 Standard Specifications M 41-10 Page 6-319
Noise Barrier Walls 6-12
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 acceptable to 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.
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 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. The method of removal of such obstructions, and the
continuation of excavation shall be as proposed by the Contractor and accepted 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 acceptance of the shaft excavation.
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. 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
acceptance of the excavation. The Contractor shall place the concrete in one 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 shaft construction
plan. If water is present, concrete shall be placed in accordance with Section 6-02.3(6)B.
Page 6-320 2021 Standard Specifications M 41-10
6-12 Noise Barrier Walls
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. Cast-in-place footings shall have a longitudinal slope no steeper than 1V: 6H, unless
otherwise shown in the Plans or Standard Plans.
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 construct the precast concrete panels in accordance with Section
6-02.3(9), and the following requirements:
1. Concrete shall conform to Class 4000.
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 Contractor shall fully support the precast concrete panel to avoid bowing and
sagging surfaces.
2021 Standard Specifications M 41-10 Page 6-321
Noise Barrier Walls 6-12
After receiving the Engineer’s review of the shop drawings, the Contractor shall cast
one 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. The Contractor shall make the sample panel available to the
Engineer for acceptance.
Upon receiving the Engineer’s acceptance 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 accepted. 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(9), 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.
Page 6-322 2021 Standard Specifications M 41-10
6-12 Noise Barrier Walls
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.
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 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.
All frame and door surfaces, except stainless steel surfaces, shall be painted in accordance
with Section 6-07.3(9). Primer shall be applied to all non-stainless steel surfaces. All
primer coated exposed metal surfaces shall be field painted with the remaining Section
6-07.3(9)A paint system coats. The top coat, when dry, shall match the color specified in
the Plans or Special Provisions.
The Contractor shall construct concrete landing pads for each access door location as
shown in the Plans. The concrete shall conform to Section 6-02.3(2)B.
Access door deadbolt locks shall be capable of accepting a Best CX series core. The
Contractor shall furnish and install a spring-loaded construction core lock with each lock.
The Engineer will furnish the permanent Best CX series core for the Contractor to install
at the conclusion of the project.
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.
2021 Standard Specifications M 41-10 Page 6-323
Noise Barrier Walls 6-12
6-12.4 Measurement
Noise barrier wall will be measured by the square foot area of one 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 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
pads.
“Removing Noise Barrier Wall Shaft Obstructions”, estimated.
Payment for removing obstructions, as defined in Section 6-12.3(3), will be made
for the changes in shaft construction methods necessary to remove the obstruction.
The Contractor and the Engineer shall evaluate the effort made and reach agreement
on the equipment and employees utilized, and the number of hours involved
for each. Once these cost items and their duration have been agreed upon, the
payment amount will be determined using the rate and markup methods specified
in 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 “Removing Noise Barrier
Wall Shaft Obstructions” in the bid proposal to become a part of the total bid by
the Contractor.
Page 6-324 2021 Standard Specifications M 41-10
6-12 Noise Barrier Walls
If the shaft construction equipment is idled as a result of the obstruction removal work
and cannot be reasonably reassigned within the project, then standby payment for
the idled equipment will be added to the payment calculations. If labor is idled as a
result of the obstruction removal work and cannot be reasonably reassigned within the
project, then all labor costs resulting from Contractor labor agreements and established
Contractor policies will be added to the payment calculations.
The Contractor shall perform the amount of obstruction work estimated by the
Contracting Agency within the original time of the contract. The Engineer will consider a
time adjustment and additional compensation for costs related to the extended duration
of the shaft construction operations, provided:
1. The dollar amount estimated by the Contracting Agency has been exceeded, and;
2. The Contractor shows that the obstruction removal work represents a delay to
the completion of the project based on the current progress schedule provided in
accordance with Section 1-08.3.
2021 Standard Specifications M 41-10 Page 6-325
Structural Earth Walls 6-13
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 Concrete 9-03.1
Gravel Borrow for Structural Earth Walls 9-03.14(4)
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. 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 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 straightedge, 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
Page 6-326 2021 Standard Specifications M 41-10
6-13 Structural Earth Walls
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 accepted or specified 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.
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 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 a Manufacturer’s
Certificate of Compliance 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.
2021 Standard Specifications M 41-10 Page 6-327
Structural Earth Walls 6-13
A Type 1 Working Drawing of all test results performed by the Contractor or the
Contractor’s supplier, which are necessary to ensure compliance with the specifications,
shall be submitted along with each Manufacturer’s Certificate of Compliance.
Before fabrication, the Contractor shall submit a Type 1 Working Drawing consisting
of the field construction manual for the structural earth walls, prepared by the wall
manufacturer. 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 Type 2E Working Drawings consisting of detailed design calculations and
details. If not prepared by the license/patent holder for the structural earth system, the
design calculation and working drawing submittal shall include documentation that the
design calculation and working drawing submittal has been reviewed by, and received the
concurrence of, the headquarters organization of the structural earth wall manufacturer
as identified in the Special Provisions. Review and concurrence by a sales representative
office is not acceptable.
6-13.3(2)A Design Calculation Content Requirements
The design calculation submittal shall include detailed design calculations based on the
wall geometry and design parameters specified in the Plans and Special Provisions. The
calculations shall include detailed explanations of any symbols, design input, materials
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 LRFD Bridge Design
Specifications, including current interims, the current WSDOT Bridge Design Manual
LRFD (BDM), and the WSDOT Geotechnical Design Manual (GDM), and also based on the
following:
1. The wall design calculations shall address all aspects of wall internal stability for the
service, strength, and extreme event limit states.
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.
4. If the Plans detail an SEW traffic barrier or SEW pedestrian barrier on top of the
wall, the barrier shall be designed for a minimum TL-4 impact load, unless otherwise
specified in the Plans or Special Provisions.
5. If the Plans detail an SEW traffic barrier or SEW pedestrian barrier on top of the wall,
the wall shall be designed for the impact load transferred from the barrier to the wall.
Page 6-328 2021 Standard Specifications M 41-10
6-13 Structural Earth Walls
6. The geotechnical design parameters for the wall shall be as specified in the Special
Provisions.
7. The soil reinforcement length shall be as shown in the Plans. If the Plans do not
show a length, the length shall be either 6 feet or 0.7 times the wall design height H,
whichever is greater.
If there are differences in design requirements between the AASHTO LRFD Bridge Design
Specifications and the BDM or GDM, the BDM and GDM requirements shall govern.
6-13.3(2)B Working Drawing Content Requirements
All design details shown in the working drawings shall be selected from the design
details and products specified for the specific structural earth wall manufacturer in the
Preapproved Wall Appendix in the current WSDOT Geotechnical Design Manual (GDM).
Geosynthetic reinforcement shown in the working drawings shall be selected from the
products listed in the current WSDOT Qualified Products List (QPL). Substitution of
design details and products not listed in the current WSDOT GDM or QPL will not be
allowed.
The working drawing submittal shall include all details, dimensions, quantities, and
cross sections necessary to construct the wall based on the wall geometry and design
parameters specified in the Plans and Special Provisions, 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.
2021 Standard Specifications M 41-10 Page 6-329
Structural Earth Walls 6-13
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 that 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. A 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.
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 SEW traffic or pedestrian barriers, coping, parapets,
noise barrier walls, and attached lighting shall be shown.
7. All details for the SEW traffic or pedestrian barrier attached to the top of the wall (if
shown in the Plans), including interaction with bridge approach slabs.
6-13.3(3) Excavation and Foundation Preparation
Excavation shall conform to Section 2-09.3(3). 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 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 accepted 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 1,500 psi before placement of the precast concrete facing panels
or concrete blocks.
Page 6-330 2021 Standard Specifications M 41-10
6-13 Structural Earth Walls
6-13.3(4) Precast Concrete Facing Panel and Concrete Block Fabrication
Precast concrete facing panels shall conform to Section 6-02.3(9), except as modified in
this section.
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 M194 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 C1372, 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 C1262.
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 four of the five 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.
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. Testing of dry cast concrete blocks shall conform to ASTM C140.
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 two 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.
2021 Standard Specifications M 41-10 Page 6-331
Structural Earth Walls 6-13
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 C1372. 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(9) 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.
Page 6-332 2021 Standard Specifications M 41-10
6-13 Structural Earth Walls
6-13.3(5) Precast Concrete Facing Panel and Concrete Block Erection
Precast concrete facing panels shall conform to Section 6-02.3(9), except as modified in
this section.
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 two 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.