HomeMy WebLinkAboutAddendum No.2
Addendum No.2\
NE 16th St – Jefferson Ave NE Stormwater Green Connections Project
Project No. SWP-27-4016, WTR-27-4016
ADDENDUM No. 2
Date of Addendum Issue: December 17, 2020
Due Date for Bids: 2:00 pm on December 22, 2020
Date of Bid Opening: 3:00 pm on December 22, 2020
To: ALL PLAN HOLDERS AND/OR PROSPECTIVE BIDDERS
The following changes, additions, and/or deletions are hereby made a part of the project bid
documents for the NE 16th St – Jefferson Ave NE Stormwater Green Connections Project and
shall have the same effect as if set forth therein. Bidders shall acknowledge receipt and
acceptance of this Addendum No. 2 by signing the “Acknowledgement of Receipt of
Addenda” form provided in the original bid package, or by signing this addendum, and
submitting either form with the bid. Failure to acknowledge receipt of this Addendum may
result in your bid proposal being disqualified.
NOTE: The following changes are presented in “Tracked Changes” for the convenience of
Bidders. All text in “strikethrough” format is to be deleted and is not a part of the revision.
SPECIAL PROVISIONS
1. DELETE the seventh paragraph of Section 9-30.2(1) Ductile Iron Pipe of the Special
Provisions and REPLACE with the following:
“Bolts and nuts for all fittings and valves with mechanical-joint end(s) in piping and
fittings shall be malleable iron, Cor-ten (low allow steel) conforming to ANSI/AWWA
C110/A21.10 or stainless steel. Bolts and nuts for flanged pipe and fittings all pipe,
fittings, and valves with flanged end(s) shall be stainless steel and shall conform in
size and length with ANSI/AWWA C111/A21.11. Stainless steel bolts shall meet the
requirements of ASTM F593, Group 2A-307, Grade A. Shackle rods shall be Cor-ten
or stainless steel all thread 316SS. Stainless steel nuts and bolts shall be type 316SS.”
2. DELETE Section 9-30.2(6) Restrained Joint Pipe and Fittings of the Special Provisions and
REPLACE with the following:
“9-30.2(6) Restrained Joint Fittings and Valves Pipe and Fittings
Addendum No.2\
Section 9-30.2(6), with title change, is revised as follows:
(******)
All ductile iron fittings with mechanical-joint end(s) and all valves with mechanical-
joint end(s) shall have restraint follower gland(s) with multiple gripping wedges
meeting the requirements of ANSI/AWWA C111/A21.11 or ANSI/AWWA C110/A21.10.
Restrained joint (RJ) ductile iron pipe and fittings, where required on the plans, shall
be flexible after assembly and be able to be disassembled. Restrained joints shall
meet the following criteria:
1. The restrained joint shall have a positive metal to metal contact locking system
without the use of gripping teeth. Gaskets for push-on joint pipe with integrally
molded steel or metal teeth or locking segments shall not be allowed as
substitutes for restrained-joint pipes.
2. The joint restraint system for the pipe shall be the same as the joint restraint
system for the pipe fittings, except as provided in item 4 below.
3. The joint restraint system for the pipe shall be boltless.
4. Where restrained joint fittings required on the plans cannot be furnished or
where restrained jointed fittings are required in areas that are known to be
subject to location adjustments, the Contractor may submit a lay plan showing
mechanically jointed fittings with wedge restraint glands for approval.
Mechanically jointed pipe with wedge restraint glands shall not be substituted for
restrained joint pipe.
Wedge Restraint Glands
Wedge restraint glands shall conform to AWWA C111, ASTM A 536-80 Grade 65-42-
12. All bolts and wedges shall be ductile iron. Wedge shall be heat-treated to a
minimum 370 BHN. Wedge restraint glands shall be rated for 350 psi for pipe 12 inch
in diameter and smaller.”
3. ADD the following paragraph to Section 9-30.3 Valves of the Special Provisions:
“All bolts on the body of valves shall be stainless steel.”
4. ADD the following sentence to the third paragraph of Section 9-30.3(1) Gate Valves (3 to
16 inches) of the Special Provisions:
“All exterior valve body bolting shall be Type 304 stainless steel and shall be provided
with hexagonal heads with dimensions to conform with ANSI B18.2.1.”
Addendum No.2\
5. DELETE the first paragraph of Section 7-08.3(1)C Bedding the Pipe and REPLACE with the
following:
“Pipe bedding for PVC sewer pipe shall consist of clean, granular pea gravel consistent
withmeet the requirements of Section 9-03.12(3). It shall be placed to a depth of 6" over
and 6" under the exterior walls of the pipe.”
STANDARD DETAILS
1. DELETE note six of STD. PLAN – 201.00 (CATCH BASIN TYPE 2) and REPLACE with the
following:
“WHEN CONNECTING TO A NEW PIPE, USE A FLEXIBLE CONNECTOR (KOR-N-SEAL BOOT
WITH CORRUGATED PIPE ADAPTER OR APPROVED EQUAL). USE CORRUGATED PIPE
ADAPTER AS REQUIRED. WHEN CONNECTING TO AN EXISTING PIPE, USE A FABRICATED
SAND COLLAR OF THE SAME MATERIAL AS THE CONNECTING PIPE.”
2. DELETE note four of STD. PLAN – 262.40 (BIORETENTION - OVERFLOW OUTLET
STRUCTURE) and REPLACE with the following:
“WHEN CONNECTING TO A NEW PIPE, USE A FLEXIBLE CONNECTOR (KOR-N-SEAL BOOT
WITH CORRUGATED PIPE ADAPTER OR APPROVED EQUAL). USE CORRUGATED PIPE
ADAPTER AS REQUIRED. WHEN CONNECTING TO AN EXISTING PIPE, USE A FABRICATED
SAND COLLAR OF THE SAME MATERIAL AS THE CONNECTING PIPE.”
Addendum No.2\
This Addendum consists of four (4) pages and has three attachments:
1) SPECIAL PROVISIONS
2) STD. PLAN – 201.00 (CATCH BASIN TYPE 2)
3) STD. PLAN – 262.40 (BIORETENTION - OVERFLOW OUTLET STRUCTURE)
ALL OTHER REQUIREMENTS OF THE CONTRACT DOCUMENTS REMAIN IN EFFECT
Sincerely,
Jared McDonald, PE
Civil Engineer III (Project Manager)
City of Renton
All Bidders must sign this Addendum No. 2 in the space provided below and attach
the signed Addendum No. 2 to the Formal Bid Proposal or fill out and sign the
“Acknowledgement of Receipt of Addenda” form provided in the original bid
package.
Signature: __________________________________ Title:_______________________
Company: __________________________________ Date:_______________________
Jared McDonald, P
24. Special Provisions 1
SPECIAL PROVISIONS ............................................................................................................ 14
DIVISION 1 GENERAL REQUIREMENTS ................................................................................. 14
1-01 DEFINITIONS AND TERMS ............................................................................................ 14
1-01.1 General .......................................................................................................................... 14
1-01.3 Definitions ..................................................................................................................... 14
1-02 BID PROCEDURES AND CONDITIONS ............................................................................ 18
1-02.1 Prequalification of Bidders ........................................................................................... 18
1-02.2 Plans and Specifications ............................................................................................... 18
1-02.4(1) General ...................................................................................................................... 18
1-02.4(2) Subsurface Information ............................................................................................. 18
1-02.5 Proposal Forms ............................................................................................................. 19
1-02.6 Preparation of Proposal ................................................................................................ 19
1-02.7 Bid Deposit .................................................................................................................... 20
1-02.9 Delivery of Proposal ...................................................................................................... 20
1-02.10 Withdrawing, Revising, or Supplementing Proposal .................................................. 20
1-02.12 Public Opening of Proposals ....................................................................................... 21
1-02.13 Irregular Proposals ..................................................................................................... 21
1-02.14 Disqualification of Bidders .......................................................................................... 22
1-02.15 Pre Award Information ............................................................................................... 22
1-03 AWARD AND EXECUTION OF CONTRACT ...................................................................... 23
1-03.1 Consideration of bids .................................................................................................... 23
1-03.2 Award of Contract ........................................................................................................ 23
1-03.3 Execution of Contract ................................................................................................... 23
1-03.4 Contract Bond ............................................................................................................... 24
1-03.7 Judicial Review .............................................................................................................. 24
1-04 SCOPE OF WORK ......................................................................................................... 25
1-04.2 Coordination of Contract Documents, Plans, Special Provisions Specifications, and
Addenda .................................................................................................................................... 25
1-04.2(1) Contractor-Discovered Discrepancies ....................................................................... 25
1-04.4 Changes ........................................................................................................................ 25
1-04.6 Variation in Estimated Quantities ................................................................................. 26
1-04.8 Progress Estimates and Payments ................................................................................ 26
1-04.11 Final Cleanup .............................................................................................................. 26
24. Special Provisions 2
1-05 CONTROL OF WORK .................................................................................................... 27
1-05.4 Conformity With and Deviation from Plans and Stakes ............................................... 27
1-05.4(3) Contractor Supplied Surveying ................................................................................. 28
1-05.4(4) Contractor Provided As-Built Information ................................................................ 28
1-05.7 Removal of Defective and/or Unauthorized Work ........................................................ 29
1-05.10 Guarantees ................................................................................................................. 30
1-05.11 Final Inspection ........................................................................................................... 30
1-05.11(1) Substantial Completion Date.................................................................................. 30
1-05.11(2) Final Inspection and Physical Completion Date ..................................................... 31
1-05.11(3) Operational Testing ................................................................................................ 32
1-05.12 Final Acceptance ......................................................................................................... 32
1-05.13 Superintendents, Labor and Equipment of Contractor ............................................... 32
1-05.14 Cooperation with Other Contractors .......................................................................... 33
1-05.15 Method of Serving Notices ......................................................................................... 34
1-05.16 Water and Power ........................................................................................................ 34
1-05.17 Oral Agreements ......................................................................................................... 34
1-05.18 Contractor's Daily Diary .............................................................................................. 34
1-06 CONTROL OF MATERIAL .............................................................................................. 36
1-06.1 Approval of Materials Prior to Use ............................................................................... 36
1-06.2(1) Samples and Tests for Acceptance........................................................................... 36
1-06.2(2) Statistical Evaluation of Materials for Acceptance .................................................. 36
1-07 LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC ............................................ 36
1-07.1 Laws to be Observed ..................................................................................................... 36
1-07.2 State Tax ....................................................................................................................... 37
1-07.2(1) General ..................................................................................................................... 37
1-07.2(2) State Sales Tax – Rule 171 ........................................................................................ 38
1-07.2(3) State Sales Tax – Rule 170 ........................................................................................ 38
1-07.2(4) Services ..................................................................................................................... 38
1-07.4 Sanitation ..................................................................................................................... 38
1-07.4(2) Health Hazards ......................................................................................................... 38
1-07.5 Environmental Regulations ........................................................................................... 39
1-07.5(1) General ..................................................................................................................... 39
1-07.6 Permits and Licenses ..................................................................................................... 39
24. Special Provisions 3
1-07.9 Wages ........................................................................................................................... 40
1-07.9(5) Required Documents ................................................................................................ 40
1-07.11 Requirements for Non-Discrimination ........................................................................ 40
1-07.11(11) City of Renton Affidavit of Compliance ................................................................ 40
1-07.12 Federal Agency Inspection .......................................................................................... 40
1-07.13 Contractor’s Responsibility for Work .......................................................................... 41
1-07.13(1) General ................................................................................................................... 41
1-07.15 Temporary Water Pollution/Erosion Control .............................................................. 41
1-07.16 Protection and Restoration of Property ...................................................................... 43
1-07.16(1) Private/Public Property .......................................................................................... 43
1-07.17 Utilities and Similar Facilities ...................................................................................... 45
1-07.17(3) Site Specific Potholing ............................................................................................ 46
1-07.17(4) Interruption of Services .......................................................................................... 47
1-07.17(5) Resolution of Utility Conflicts ................................................................................. 47
1-07.18 Public Liability and Property Damage Insurance ........................................................ 48
1-07.18(1) General ................................................................................................................... 48
1-07.18(2) Coverages ............................................................................................................... 49
1-07.18(3) Limits ...................................................................................................................... 50
1-07.18(4) Evidence of Insurance: ............................................................................................ 52
1-07.22 Use of Explosives ........................................................................................................ 52
1-07.23 Public Convenience and Safety ................................................................................... 53
1-07.23(1) Construction Under Traffic ..................................................................................... 53
1-07.23(2) Construction and Maintenance of Detours ............................................................ 54
1-07.24 Rights-of-Way .............................................................................................................. 54
1-07.28 Confined Space Entry .................................................................................................. 55
1-08 PROSECUTION AND PROGRESS .................................................................................... 56
1-08.0 Preliminary Matters ...................................................................................................... 56
1-08.0(1) Preconstruction Conference ..................................................................................... 56
1-08.0(2) Hours of Work .......................................................................................................... 57
1-08.0(3) Reimbursement for Overtime Work of Contracting Agency Employees .................... 58
1-08.1 Subcontracting .............................................................................................................. 58
1-08.2 Assignment ................................................................................................................... 59
1-08.3 Progress Schedule ......................................................................................................... 59
24. Special Provisions 4
1-08.4 Prosecution of the Work ............................................................................................... 60
1-08.5 Time For Completion..................................................................................................... 61
1-08.6 Suspension of Work ...................................................................................................... 62
1-08.7 Maintenance During Suspension .................................................................................. 63
1-08.9 Liquidated Damages ..................................................................................................... 63
1-08.11 Contractor's Plant and Equipment .............................................................................. 63
1-08.12 Attention to Work ....................................................................................................... 64
1-09 MEASUREMENT AND PAYMENT ................................................................................... 64
1-09.1 Measurement of Quantities.......................................................................................... 64
1-09.3 Scope of Payment ......................................................................................................... 65
1-09.6 Force Account ............................................................................................................... 66
1-09.7 Mobilization .................................................................................................................. 66
1-09.9 Payments ...................................................................................................................... 66
1-09.9(1) Retainage ................................................................................................................. 68
1-09.9(2) Contracting Agency’s Right to Withhold and Disburse Certain Amounts ................ 68
1-09.9(3) Final Payment ............................................................................................................ 69
1-09.11 Disputes and Claims.................................................................................................... 70
1-09.11(2) Claims ..................................................................................................................... 70
1-09.11(3) Time Limitations and Jurisdiction ........................................................................... 70
1-09.13 Claims Resolutions ...................................................................................................... 70
1-09.13(3) Claims $250,000 or Less ......................................................................................... 70
1-09.13(3)A Administration of Arbitration .............................................................................. 70
1-09.13(3)B Procedures to Pursue Arbitration ......................................................................... 71
1-09.14 Payment Schedule ...................................................................................................... 72
1-09.14(1) Scope ...................................................................................................................... 72
1-09.14(2) Bid Items................................................................................................................. 72
1-09.14(2)A Bid Items Common to Two or More Schedules ..................................................... 72
1-09.14(2)B Bid Items Specific to Schedule A – Roadway and Stormwater .............................. 76
1-09.14(2)C Bid Items Specific to Schedule B – Water Improvements ...................................... 86
1-09.14(2)D Bid Items Specific to Schedule C – Irrigation System ............................................ 93
1-10 TEMPORARY TRAFFIC CONTROL .................................................................................. 94
1-10.1 General ......................................................................................................................... 94
1-10.2(1)B Traffic Control Supervisor ....................................................................................... 95
24. Special Provisions 5
1-10.2(2) Traffic Control Plans ................................................................................................. 95
1-10.3 Traffic Control Labor, Procedures, and Devices ............................................................ 96
1-10.3(3)A Construction Signs ................................................................................................. 96
1-11 RENTON SURVEYING STANDARDS ................................................................................ 97
1-11.1(1) Responsibility for Surveys ......................................................................................... 97
1-11.1(2) Survey Datum and Precision .................................................................................... 97
1-11.1(3) Subdivision Information ........................................................................................... 97
1-11.1(4) Field Notes ................................................................................................................ 98
1-11.1(5) Corners and Monuments .......................................................................................... 98
1-11.1(6) Control or Base Line Survey ...................................................................................... 98
1-11.1(7) Precision Levels ........................................................................................................ 99
1-11.1(8) Radial and Station -- Offset Topography .................................................................. 99
1-11.1(9) Radial Topography ................................................................................................... 99
1-11.1(10) Station--Offset Topography .................................................................................. 100
1-11.1(11) As-Built Survey ..................................................................................................... 100
1-11.1(12) Monument Setting and Referencing .................................................................... 100
1-11.2 Materials .................................................................................................................... 101
1-11.2(1) Property/Lot Corners .............................................................................................. 101
1-11.2(2) Monuments ............................................................................................................ 101
1-11.2(3) Monument Case and Cover .................................................................................... 101
DIVISION 2 EARTHWORK .................................................................................................. 102
2-01 CLEARING, GRUBBING, AND ROADSIDE CLEANUP ...................................................... 102
2-01.1 Description .................................................................................................................. 102
2-01.2 Disposal of Usable Material and Debris ..................................................................... 102
2-01.3(1) Clearing .................................................................................................................. 102
2-02 REMOVAL OF STRUCTURE AND OBSTRUCTIONS ......................................................... 102
2-02.1 Description ................................................................................................................... 102
2-02.3(3) Removal of Pavement, Sidewalks, Curbs, and Gutters ........................................... 104
2-03 ROADWAY EXCAVATION AND EMBANKMENT ............................................................. 104
2-03.3 Construction Requirements ........................................................................................ 104
2-04 HAUL ........................................................................................................................ 105
2-04.5 Payment ...................................................................................................................... 105
2-06 SUBGRADE PREPARATION ......................................................................................... 105
24. Special Provisions 6
2-06.3(3) Subgrade for Permeable Pavements ..................................................................... 105
2-06.5 Measurement and Payment ...................................................................................... 106
2-09 STRUCTURE EXCAVATION .......................................................................................... 106
2-09.1 Description .................................................................................................................. 106
2-09.3(1)D Disposal of Excavated Material ........................................................................... 106
2-09.4 Measurement ............................................................................................................. 107
2-09.5 Payment ...................................................................................................................... 107
DIVISION 4 BASES............................................................................................................... 108
4-04 Ballast and Crushed Surfacing ................................................................................... 108
4-04.3(5) Shaping and Compaction ........................................................................................ 108
DIVISION 5 SURFACE TREATMENTS AND PAVEMENTS ........................................................ 109
5-04 HOT MIX ASPHALT .................................................................................................... 109
5-04.1 Description ................................................................................................................... 109
5-04.2 Materials ..................................................................................................................... 109
5-04.2(1) How to Get an HMA Mix Design on the QPL ........................................................... 110
5-04.2(2) Mix Design – Obtaining Project Approval ................................................................ 110
5-04.3 Construction Requirements ......................................................................................... 111
5-04.3(1) Weather Limitations ................................................................................................ 111
5-04.3(2) Paving Under Traffic ................................................................................................ 112
5-04.3(3) Equipment ............................................................................................................... 112
5-04.3(4) Preparation of Existing Paved Surfaces ................................................................... 115
5-04.3(5) Producing/Stockpiling Aggregates and RAP ........................................................... 118
5-04.3(6) Mixing ..................................................................................................................... 118
5-04.3(7) Spreading and Finishing .......................................................................................... 118
5-04.3(8) Aggregate Acceptance Prior to Incorporation in HMA ........................................... 119
5-04.3(9) HMA Mixture Acceptance ....................................................................................... 119
5-04.3(10) HMA Compaction Acceptance ............................................................................... 123
5-04.3(11) Reject Work ........................................................................................................... 126
5-04.3(12) Joints ..................................................................................................................... 127
5-04.3(13) Surface Smoothness .............................................................................................. 128
5-04.3(14) Planing (Milling) Bituminous Pavement ................................................................ 129
5-04.3(15) Sealing Pavement Surfaces ................................................................................... 133
5-04.3(16) HMA Road Approaches ......................................................................................... 133
24. Special Provisions 7
5-06 PERVIOUS CONCRETE PAVEMENT ............................................................................ 133
5-06.1 Description ................................................................................................................... 133
5-06.2 Materials ...................................................................................................................... 133
5-06.3 Construction Requirements .......................................................................................... 134
5-06.3(1) Pervious Concrete Preconstruction Meeting ............................................................ 134
5-06.3(2) Pervious Concrete Mix Design .................................................................................. 134
5-06.3(3) Submittals ............................................................................................................... 135
5-06.3(4) Equipment ................................................................................................................ 135
5-06.3(5) Measuring and Batching Materials ......................................................................... 137
5-06.3(6) Acceptance ............................................................................................................... 137
5-06.3(7) Rejection .................................................................................................................. 138
5-06.3(8) Mixing Pervious Concrete ........................................................................................ 138
5-06.3(9) Subgrade Preparation and Subbase ........................................................................ 139
5-06.3(10) Placing, Spreading, Finishing, Edging, Tolerances and Curing ............................... 139
5-06.3(11) Joints ...................................................................................................................... 141
5-06.3(12) Cold Weather Work ................................................................................................ 142
5-06.3(13) Protection of Pervious Concrete Pavement ............................................................ 142
5-07 TEMPORARY RESTORATION IN PAVEMENT AREA ........................................................ 143
5-07.1 Description ................................................................................................................... 143
5-07.2 Materials ...................................................................................................................... 143
5-07.3 Construction Requirements .......................................................................................... 143
DIVISION 6 STRUCTURES ................................................................................................... 145
6-13 STRUCTURAL EARTH WALLS ..................................................................................... 145
6-13.1 Description ................................................................................................................... 145
6-13.2 Materials .................................................................................................................. 145
6-13.3 Construction Requirements ..................................................................................... 148
DIVISION 7 DRAINAGE STRUCTURES, STORM SEWERS, WATER MAINS, AND CONDUITS ...... 151
7-01 DRAINS ..................................................................................................................... 151
7-01.2 Materials .................................................................................................................... 151
7-01.3 Construction Requirements ........................................................................................ 151
7-02 CULVERTS ................................................................................................................. 151
7-02.2 Materials .................................................................................................................... 151
7-04 STORM SEWERS ........................................................................................................ 152
24. Special Provisions 8
7-04.2 Materials .................................................................................................................... 152
7-04.2(2) Temporary Stormwater Diversion ............................................................................ 153
7-04.3(1) Cleaning and Testing ............................................................................................... 153
7-04.3(1)G Abandon Existing Storm Sewer Pipes .................................................................. 155
7-04.3(2) CCTV Inspection....................................................................................................... 155
7-04.3(3) Direct Pipe Connections .......................................................................................... 155
7-05 MANHOLES, INLETS, AND CATCH BASINS ................................................................... 155
7-05.2 Materials .................................................................................................................... 155
7-05.2(1) Filterra Units........................................................................................................... 155
7-05.3 Construction Requirements ........................................................................................ 156
7-05.3(1) Adjusting Manholes and Catch Basins to Grade .................................................... 156
7-05.3(2) Abandon Existing Manholes ................................................................................... 158
7-05.3(3) Connections to Existing Manholes ......................................................................... 158
7-05.3(5) Manhole Coatings .................................................................................................. 158
7-05.3(6) Filterra Unit Installation ......................................................................................... 159
7-06 BIORETENTION CELLS ................................................................................................ 160
7-06.1 Description ................................................................................................................... 160
7-06.2 Materials ...................................................................................................................... 160
7-06.3 Construction Requirements ......................................................................................... 160
7-06.3(1) General ..................................................................................................................... 160
7-06.3(1)A Submittals for Bioretention Media Design ............................................................. 161
7-06.3(2) Grading and Placement for Bioretention Cells ......................................................... 162
7-06.3(3) Bioretention Media Placement ................................................................................ 163
7-06.3(4) Bioretention Media Acceptance ............................................................................... 163
7-06.3(5) Streambed Cobbles .................................................................................................. 164
7-06.3(6) Vertical Wall for Bioretention Cell ............................................................................ 164
7-08 GENERAL PIPE INSTALLATION REQUIREMENTS ........................................................... 164
7-08.3 Construction Requirements ........................................................................................ 164
7-09 WATER MAINS .......................................................................................................... 168
7-09.3(15) Laying of Pipe on Curves ...................................................................................... 168
7-09.3(17) Laying Ductile Iron Pipe and Fittings with Polyethylene Encasement .................. 169
7-09.3(21) Concrete Thrust Blocking and Dead-Man Block ................................................... 171
7-09.3(23) Hydrostatic Pressure Test ..................................................................................... 172
24. Special Provisions 9
7-09.3(24) Disinfection of Water Mains ................................................................................. 174
7-09.3(25) Joint Restraint Systems ......................................................................................... 176
7-09.3(26) Abandonment of Existing Water Pipe .................................................................... 177
7-12 VALVES FOR WATER MAINS ....................................................................................... 178
7-12.3(1) Installation of Valve Marker Post ........................................................................... 178
7-12.3(2) Adjust Existing Valve Box to Grade......................................................................... 178
7-14 HYDRANTS ................................................................................................................ 178
7-14.3(1) Setting Hydrants ..................................................................................................... 178
7-14.3(3) Resetting Existing Hydrants ..................................................................................... 179
7-14.3(7) Remove and Salvage Hydrant .................................................................................. 179
7-15 SERVICE CONECTIONS ............................................................................................... 179
7-15.3 Construction Requirements ........................................................................................ 179
7-18 SIDE SEWERS ............................................................................................................ 180
7-18.1 Description .................................................................................................................. 180
7-18.2 Materials .................................................................................................................... 180
7-18.3 Construction Requirements ........................................................................................ 180
7-18.3(6) Side Sewer Replacement ......................................................................................... 180
DIVISION 8 MISCELLANEOUS CONSTRUCTION ................................................................... 182
8-01 EROSION CONTROL AND WATER POLLUTION CONTROL ............................................ 182
8-01.1 Description ............................................................................................................... 182
8-01.3 Construction Requirements ..................................................................................... 182
8-01.3(1) General ..................................................................................................................... 182
8-01.3(8) Street Cleaning ......................................................................................................... 184
8-01.3(9)D Inlet Protection ...................................................................................................... 184
8-01.3(16) Removal ................................................................................................................. 185
8-01.3(17) Protection of Existing Trees and Shrubs .............................................................. 185
8-02 ROADSIDE RESTORATION ............................................................................................ 186
8-02.2 Materials ...................................................................................................................... 186
8-02.3(1) Responsibility During Construction .......................................................................... 186
8-02.3(2)A Roadside Work Plan ............................................................................................. 186
8-02.3(4) Topsoil .................................................................................................................... 186
8-02.3(5) Roadside Seeding, Lawn and Planting Area Preparation ........................................ 187
8-02.3(6)B Fertilizers ................................................................................................................ 187
24. Special Provisions 10
8-02.3(8)A Dates and Conditions for Planting ......................................................................... 187
8-02.3(8)B Plant Installation .................................................................................................... 188
8-02.3(10) Lawn Installation .................................................................................................. 188
8-02.3(11)B Bark or Wood Chip Mulch .................................................................................... 189
8-02.3(11)C Bark or Wood Chip Mulch Rings .......................................................................... 189
8-02.3(17) Protection of Private Property and Property Restoration ...................................... 190
8-03 IRRIGATION SYSTEM ................................................................................................... 190
8-03.1 Description ................................................................................................................... 190
8-03.2 Materials ...................................................................................................................... 190
8-03.3 Construction Requirement ............................................................................................ 190
8-03.3(3) Piping ...................................................................................................................... 191
8-03.3(7) Flushing and Testing ................................................................................................. 191
8-03.3(11) System Operation .................................................................................................. 192
8-03.3(14) Irrigation Electrical Service ................................................................................... 192
8-04 CURBS, GUTTERS, AND SPILLWAYS ............................................................................. 193
8-04.1 Description .................................................................................................................. 193
8-04.3 Construction Requirements ..................................................................................... 193
8-04.3(3) Painting of Curbs ...................................................................................................... 193
8-06 CEMENT CONCRETE DRIVEWAY ENTRANCES ................................................................ 193
8-06.1 Description ................................................................................................................... 193
8-06.2 Materials ...................................................................................................................... 194
8-06.3 Construction Requirements .......................................................................................... 194
8-12 CHAIN LINK FENCE, WIRE FENCE AND WOOD FENCE .................................................... 194
8-12.1 Description .................................................................................................................. 194
8-12.2 Materials .................................................................................................................... 194
8-12.3 Construction Requirements .......................................................................................... 195
8-13 MONUMENT CASES .................................................................................................... 195
8-13.1 Description .................................................................................................................. 195
8-13.3 Construction Requirements .......................................................................................... 195
8-14 CEMENT CONCRETE SIDEWALKS ................................................................................ 196
8-14.1 Description ............................................................................................................... 196
8-14.2 Materials .................................................................................................................. 196
8-14.3(4) Curing ..................................................................................................................... 197
24. Special Provisions 11
8-14.3(6) Curb Ramps .......................................................................................................... 197
8-14.3(7) Cold Weather Work.............................................................................................. 198
8-17 IMPACT ATTENUATOR SYSTEMS ................................................................................. 198
8-17.5 Payment ...................................................................................................................... 198
8-18 MAILBOX SUPPORT ................................................................................................. 198
8-18.3 Construction Requirements ..................................................................................... 198
8-19 ADJUST UTILITY APPURTENANCES ........................................................................... 199
8-19.1 Description ............................................................................................................... 199
8-19.3 Construction Requirements ..................................................................................... 199
8-19.3(1) Valve Boxes .......................................................................................................... 199
8-22 PAVEMENT MARKING ................................................................................................ 199
8-22.1 Description .................................................................................................................. 199
8-22.2 Materials .................................................................................................................... 200
8-22.3(5) Installation Instructions .......................................................................................... 200
8-23 TEMPORARY PAVEMENT MARKINGS ......................................................................... 200
8-23.5 Payment ...................................................................................................................... 200
8-26 HANDRAIL ................................................................................................................ 201
8-26.1 Description .................................................................................................................. 201
8-26.3 Construction Requirements ........................................................................................ 201
DIVISION 9 MATERIALS ..................................................................................................... 201
9-03 AGGREGATES ............................................................................................................ 201
9-03.8(7) HMA Tolerances and Adjustments .......................................................................... 201
9-03.9(2) Permeable Ballast.................................................................................................. 202
9-03.12 Gravel Backfill .......................................................................................................... 203
9-03.12(6) Underdrain Aggregate ......................................................................................... 203
9-03.22 Cement-based Grout for Abandoning Existing Utilities (Additional Section) ........... 204
9-05 DRAINAGE STRUCTURES, CULVERTS, AND CONDUITS ................................................. 204
9-05.2 Underdrain Pipe .......................................................................................................... 204
9-05.2(9) Slotted PVC Underdrain Pipe .................................................................................. 204
9-05.4 Steel Culvert Pipe and Pipe Arch (RC) ......................................................................... 204
9-05.7(2) Concrete Storm Sewer Pipe .................................................................................... 205
9-05.7(2) Reinforced Concrete Storm Sewer Pipe (RC) ........................................................... 205
9-05.7(3) Concrete Storm Sewer Pipe Joints (RC) ................................................................... 205
24. Special Provisions 12
9-05.7(4) Testing Concrete Storm Sewer Pipe Joints (RC) ...................................................... 205
9-05.9 Steel Spiral Rib Storm Sewer Pipe (RC) ....................................................................... 205
9-05.12 Polyvinyl Chloride (PVC) Pipe .................................................................................... 206
9-05.12(3) CPEP Sewer Pipe ................................................................................................... 206
9-05.14 ABS Composite Sewer Pipe ....................................................................................... 206
9-05.17 Aluminum Spiral Rib Storm Sewer Pipe .................................................................... 207
9-05.20 Corrugated Polyethylene Storm Sewer Pipe (CPEP) .................................................. 207
9-05.20(1) Description ....................................................................................................... 207
9-05.20(2) Pipe Material and Fabrication ......................................................................... 207
9-05.20(3) Fittings and Gaskets......................................................................................... 207
9-05.20(4) Installation ....................................................................................................... 208
9-05.23 High Density Polyethylene Piping ............................................................................. 208
9-05.24 Polypropylene Culvert Pipe, Polypropylene Storm Sewer Pipe, and Polypropylene
Sanitary Sewer Pipe ................................................................................................................. 209
9-05.24(1) Polypropylene Culvert Pipe and Storm Sewer Pipe ............................................... 210
9-05.24(2) Polypropylene Sanitary Sewer Pipe ....................................................................... 210
9-05.52 Dense Foam .............................................................................................................. 210
9-08 PAINTS ..................................................................................................................... 210
9-08.9 Manhole Coating System Products ............................................................................. 210
9-08.9(1) Coating Systems Specification ................................................................................ 210
9-14 EROSION CONTROL AND ROADSIDE PLANTING .......................................................... 211
9-14.2 Topsoil ......................................................................................................................... 211
9-14.2(1) Topsoil Type A ......................................................................................................... 211
9-14.2(4) Bioretention Media .................................................................................................. 211
9-14.3 Seed ............................................................................................................................ 213
9-14.4 Fertilizer ................................................................................................................... 214
9-14.5 Mulch and Amendments ............................................................................................ 214
9-14.5(3) Bark or Wood Chip Mulch ...................................................................................... 214
9-14.7 Plant Materials ........................................................................................................... 214
9-14.7(2) Quality .................................................................................................................... 214
9-14.7(3) Handling and Shipping ........................................................................................... 215
9-14.9 Root Barrier ............................................................................................................. 215
9-15 IRRIGATION SYSTEM ................................................................................................. 215
24. Special Provisions 13
9-15.1 Pipe Tube and Fittings.............................................................................................. 215
9-15.1(2) Polyvinyl Pipe and Fittings ................................................................................... 215
9-15.3 Automatic Controller .................................................................................................. 215
9-15.4 Irrigation Heads ....................................................................................................... 215
9-15.5 Valve Boxes .............................................................................................................. 216
9-15.17 Electrical Wire and Splices ........................................................................................ 216
9-23 CONCRETE CURING MATERIALS AND ADMIXTURES .................................................... 216
9-23.9 Fly Ash (RC) ................................................................................................................. 216
9-30 WATER DISTRIBUTION MATERIALS ............................................................................. 216
9-30.1 Pipe ........................................................................................................................... 216
9-30.1(1) Ductile Iron Pipe ....................................................................................................... 217
9-30.1(2) Polyethylene Encasement ....................................................................................... 217
9-30.2 Fittings ........................................................................................................................ 217
9-30.2(1) Ductile Iron Pipe ..................................................................................................... 217
9-30.2(2) Galvanized Iron Pipe ............................................................................................... 218
9-30.2(3) Steel Casing Pipe .................................................................................................... 218
9-30.2(6) Restrained Joint Pipe and Fittings .......................................................................... 219
9-30.2(7) Bolted, Sleeve-Type Couplings for Plain End Pipe ................................................... 219
9-30.3 Valves ........................................................................................................................ 219
9-30.3(1) Gate Valves (3 to 16 inches) ................................................................................... 220
9-30.3(3) Butterfly Valves ...................................................................................................... 220
9-30.3(4) Valve Boxes.............................................................................................................. 221
9-30.3(5) Valve Marker Posts ................................................................................................. 221
9-30.3(6) Valve Stem Extensions ............................................................................................ 221
9-30.3(7) Combination Air Release/Air Vacuum Valves ......................................................... 221
9-30.3(8) Tapping Sleeve and Valve Assembly ....................................................................... 222
9-30.3(9) Blow-Off Assembly ................................................................................................. 222
9-30.5 Hydrants ...................................................................................................................... 222
9-30.6 Water Service Connections (2 inches and Smaller) ................................................... 223
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24. Special Provisions 14
SPECIAL PROVISIONS
The work on this project shall be accomplished in accordance with the Standard Specifications for
Road, Bridge and Municipal Construction, 2018 2020 edition, as issued by the Washington State
Department of Transportation (WSDOT) and the American Public Works Association (APWA),
Washington State Chapter (hereafter “Standard Specifications”). The Standard Specifications, as
modified or supplemented by the Amendments to the Standard Specifications and these Special
Provisions, all of which are made a part of the Contract Documents, shall govern all of the Work.
These Special Provisions are made up of both General Special Provisions (GSPs) from various sources,
which may have project-specific fill-ins; and project-specific Special Provisions. Each Provision
supplements, modifies, or replaces the comparable Standard Specification, or is a new Provision. The
deletion, amendment, alteration, or addition to any subsection or portion of the Standard
Specifications is meant to pertain only to that particular portion of the section, and in no way should
it be interpreted that the balance of the section does not apply.
Also incorporated into the Contract Documents by reference are:
Manual on Uniform Traffic Control Devices for Streets and Highways, currently adopted
edition, with Washington State modifications, if any
Standard Plans for Road, Bridge and Municipal Construction, WSDOT/APWA, current edition
City of Renton Standard Details, City of Renton Public Works Department, Current Edition
Public Rights-Of-Way Accessibility Guidelines (PROWAG), current edition
Contractor shall obtain copies of these publications, at Contractor’s own expense.
DIVISION 1 GENERAL REQUIREMENTS
1-01 DEFINITIONS AND TERMS
1-01.1 General
Section 1-01.1 is supplemented with:
(******)
Whenever reference is made to the State, State of Washington, Commission, Department of
Transportation, Secretary of Transportation, Owner, Contracting Agency or Engineer, such reference
shall be deemed to mean the City of Renton acting through its City Council, employees, and duly
authorized representatives for all contracts administered by the City of Renton.
All references to “State Materials Laboratory” shall be revised to read “Contracting Agency designated
location”.
1-01.3 Definitions
Section 1-01.3 is revised and supplemented by the following:
(******)
Act of God
"Act of God" means an earthquake, flood, cyclone, or other cataclysmic phenomenon of nature. A
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24. Special Provisions 15
rain, windstorm, high water or other natural phenomenon of unusual intensity for the specific locality
of the Work, which might reasonably have been anticipated from historical records of the general
locality of the Work, shall not be construed as an act of God.
Consulting Engineer
The Contracting Agency's design consultant, who may or may not administer the construction program
for the Contracting Agency.
Contract Documents
See definition for “Contract”.
Contract Price
Either the unit price, the unit prices, or lump sum price or prices named in the proposal, or in properly
executed change orders.
Contract Time
The period of time established by the terms and conditions of the Contract within which the Work
must be physically completed.
Dates
Bid Opening Date: The date on which the Contracting Agency publicly opens and reads the
bids.
Award Date: The date of the formal decision of the Contracting Agency to accept the lowest
responsible and responsive Bidder for the Work.
Contract Execution Date: The date the Contracting Agency officially binds the agency to the
Contract.
Notice to Proceed Date: The date stated in the Notice to Proceed on which the Contract Time
begins.
Substantial Completion Date: 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, and only minor incidental Work, replacement of temporary substitute facilities, or
correction or repair remains for the physical completion of the total contract.
Contract Completion Date: The date by which the Work is contractually required to be
physically completed. The Contract Completion Date will be stated in the Notice to Proceed.
Revisions of this date will be authorized in writing by the Engineer whenever there is an
extension to the Contract time.
Completion Date: 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.
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Final Acceptance Date: The date the Contracting Agency accepts the Work as complete per
the Contract requirements.
Day
Unless otherwise designated, day(s) as used in the Contract Documents, shall be understood to mean
working days.
Engineer
The City Engineer or duly authorized representative, or an authorized member of a licensed
consulting firm retained by the Owner for the construction engineering of a specific public works
project.
Inspector
The Owner’s authorized representative assigned to make necessary observations of the Work
performed or being performed, or of materials furnished or being furnished by the Contractor.
Notice of Award
The written notice from the Contracting Agency to the successful bidder signifying the Contracting
Agency’s acceptance of the bid.
Notice to Proceed
The written notice from the Contracting Agency or the Engineer to the Contractor authorizing and
directing the Contractor to proceed with Work and establishing the date on which the Contract time
begins.
Or Equal
Where the term "or equal" is used herein, the Contracting Agency, or the Contracting Agency on
recommendation of the Engineer, shall be the sole judge of the quality and suitability of the proposed
substitution. The responsibility and cost of furnishing necessary evidence, demonstrations, or other
information required to obtain the approval of alternative materials or processes by the Owner shall
be entirely borne by the Contractor.
Owner
The City of Renton or its authorized representative also referred to as Contracting Agency.
Performance and Payment Bond
Same as “Contract Bond” defined in the Standard Specifications.
Plans
The Contract Plans and/or Standard Plans which show location, character, and dimensions of
prescribed Work including layouts, profiles, cross-sections, and other details. Drawings may either be
bound in the same book as the balance of the Contract Documents or bound in separate sets, and are
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24. Special Provisions 17
a part of the Contract Documents, regardless of the method of binding. The terms "Standard
Drawings" or "Standard Details" generally used in Specifications refers to drawings bound either with
the specification documents or included with the Plans or the City of Renton Standard Plans.
Points
Wherever reference is made to the Engineer’s points, this shall mean all marks, bench marks,
reference points, stakes, hubs, tack, etc., established by the Engineer for maintaining horizontal and
vertical control of the Work.
Provide
Means “furnish and install” as specified and shown in the Plans.
Secretary, Secretary of Transportation
The chief executive officer of the Department and other authorized representatives. The chief
executive officer to the Department shall also refer to the Department of Public Works Administrator.
Shop Drawings
Same as “Working Drawings” defined in the Standard Specifications.
Special Provisions
Modifications to the Standard Specifications and their amendments that apply to an individual project.
The special provisions may describe Work the Specifications do not cover. Such Work shall comply
first with the Special Provisions and then with any Specifications that apply. The Contractor shall
include all costs of doing this Work within the bid prices.
State
The state of Washington acting through its representatives. The State shall also refer to The City of
Renton and its authorized representatives where applicable.
Supplemental Drawings and Instructions
Additional instructions by the Engineer at request of the Contractor by means of drawings or
documents necessary, in the opinion of the Engineer, for the proper execution of the Work. Such
drawings and instructions are consistent with the Contract Documents.
Traffic
Both vehicular and non-vehicular traffic, such as pedestrians, bicyclists, wheelchairs, and equestrian
traffic.
Utility
Public or private fixed improvement for the transportation of fluids, gases, power, signals, or
communications and shall be understood to include tracks, overhead and underground wires,
cables, pipelines, conduits, ducts, sewers, or storm drains.
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1-02 BID PROCEDURES AND CONDITIONS
1-02.1 Prequalification of Bidders
Delete this Section and replace it with the following:
(******)
Bidders shall be qualified by experience, financing, equipment, and organization to do the Work called
for in the Contract Documents. The Contracting Agency reserves the right to take whatever action it
deems necessary to ascertain the ability of the bidder to perform the Work satisfactorily.
1-02.2 Plans and Specifications
Delete this Section and replace it with the following:
(******)
Information as to where Bid Documents can be obtained or reviewed will be found in the Call for Bids
(Advertisement for Bids) for the Work.
After award of the Contract, Plans and Specifications will be issued to the Contractor at no cost as
detailed below:
To Prime Contractor No. of Sets Basis of Distribution
Reduced Plans (11” x 17”) 4 Furnished automatically
upon award
Contract Provisions (Contract
documents, special provisions,
etc)
4 Furnished automatically
upon award
Large Plans (22” x 34”) 4 Furnished only upon
request
CAD Drawings N/A Furnished only upon
request
1-02.4(1) General
The first sentence of the last paragraph is revised to read:
(******)
Any prospective Bidder desiring an explanation or interpretation of the Bid Documents, shall
request the explanation or interpretation in writing by close of business 3 business days
preceding the bid opening to allow a written reply to reach all prospective Bidders before
the submission of their Bids.
1-02.4(2) Subsurface Information
Section 1-02.4(2) is supplemented with the following:
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24. Special Provisions 19
(******)
If a geotechnical study was prepared for the project, then the findings and recommendations are
summarized in a report. If the geotechnical study is not included in the Contract Documents, the City
of Renton will provide this study upon request.
1-02.5 Proposal Forms
Delete this Section and replace it with the following:
(******)
At the request of the bidder, the Contracting Agency will provide a proposal form for any project on
which the bidder is eligible to bid.
The proposal form will identify the project and its location and describe the Work. It will also list
estimated quantities, units of measurement, the items of Work, and the materials to be furnished at
the unit bid prices. The bidder shall complete spaces on the proposal form that call for, but are not
limited to, unit bid prices; extensions; summations; the total bid amount; signatures; date; and, where
applicable, retail sales taxes and acknowledgement of addenda; the bidder’s name, address,
telephone number, and signature; and a State of Washington Contractor’s Registration Number. Bids
shall be completed by typing or shall be printed in ink by hand, preferably in black ink. The required
certifications are included as part of the proposal form.
The Contracting Agency reserves the right to arrange the proposal forms with alternates and additives,
if such be to the advantage of the Contracting Agency. The bidder shall bid on all alternates and
additives set forth in the proposal forms unless otherwise specified.
Any correction to a bid made by interlineations, alteration, or erasure, shall be initialed by the signer
of the bid. The bidder shall make no stipulation on the Bid Form, nor qualify the bid in any manner.
A bid by a corporation shall be executed in the corporate name, by the president or a vice president
(Or other corporate officer accompanied by evidence of authority to sign).
A bid by a partnership shall be executed in the partnership name, and signed by a partner. A copy of
the partnership agreement shall be submitted with the Bid Form if any D/M/WBE requirements are to
be satisfied through such an agreement.
A bid by a joint venture shall be executed in the joint venture name and signed by a member of the
joint venture. A copy of the joint venture agreement shall be submitted with the Bid Form if any
D/W/MBE requirements are to be satisfied through such an agreement.
1-02.6 Preparation of Proposal
Supplement the second paragraph with the following:
(******)
4. If a minimum bid amount has been established for any item, the unit or lump sum price
must equal or exceed the minimum amount stated.
5. Any correction to a bid made by interlineation, alteration, or erasure, shall be initialed by the
signer of the bid.
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24. Special Provisions 20
Delete the last paragraph, and replace it with the following:
The Bidder shall make no stipulation on the Bid Form, nor qualify the bid in any manner.
A bid by a corporation shall be executed in the corporate name, by the president or a vice
president (or other corporate officer accompanied by evidence of authority to sign).
A bid by a partnership shall be executed in the partnership name, and signed by a partner. A copy
of the partnership agreement shall be submitted with the Bid Form if any D/M/WBE requirements
are to be satisfied through such an agreement.
A bid by a joint venture shall be executed in the joint venture name and signed by a member of
the joint venture. A copy of the joint venture agreement shall be submitted with the Bid Form if
any D/W/MBE requirements are to be satisfied through such an agreement.
1-02.7 Bid Deposit
Section 1-02.7 is supplemented with the following:
(******)
Bid Bonds shall contain the following:
1. Number assigned to the project by the Contracting Agency;
2. Name of the project;
3. The Contracting Agency named as obligee;
4. The amount of the bid bond stated either as a dollar figure or as a percentage which
represents five percent of the maximum bid amount that could be awarded;
5. Signature of the bidder’s officer empowered to sign official statements. The signature of the
person authorized to submit the bid should agree with the signature on the bond, and the
title of the person must accompany said signature;
6. The signature of the surety’s officer empowered to sign the bond form included in the
Contract Provision.
1-02.9 Delivery of Proposal
Revise the first and second paragraph to read:
(******)
Each proposal shall be submitted electronically, with Project Name and Project Number clearly marked
as stated in the Advertisement for Bids, or as otherwise stated in the Bid Documents.
1-02.10 Withdrawing, Revising, or Supplementing Proposal
Delete this section, and replace it with the following:
(******)
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 physically
delivers it to the place designated for receipt of Bid Proposals, and
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24. Special Provisions 21
2. The Contracting Agency receives the request before the time set for receipt of Bid
Proposals, and
3. The revised or supplemented Bid Proposal (if any) is received by the Contracting Agency
before the time set for receipt of Bid Proposals.
If the Bidder’s request to withdraw, revise, or supplement its Bid Proposal is received before the
time set for receipt of Bid Proposals, the Contracting Agency will return the unopened Proposal
package to the Bidder. The Bidder must then submit the revised or supplemented package in its
entirety. If the Bidder does not submit a revised or supplemented package, then its bid shall be
considered withdrawn.
Late revised or supplemented Bid Proposals or late withdrawal requests will be date recorded by
the Contracting Agency and returned unopened. Mailed, emailed, or faxed requests to withdraw,
revise, or supplement a Bid Proposal are not acceptable.
1-02.12 Public Opening of Proposals
Section 1-02.12 is supplemented with the following:
(******)
The Contracting Agency reserves the right to postpone the date and time for bid opening. Notification
to bidder will be by addenda.
1-02.13 Irregular Proposals
Revise item 1 to read:
(******)
1. A proposal will be considered irregular and will be rejected if:
a. The bidder is not prequalified when so required;
b. The authorized proposal form furnished by the Contracting Agency is not used or is altered;
c. The complete proposal form contains any unauthorized additions, deletions, alternate bids,
or conditions;
d. The bidder adds provisions reserving the right to reject or accept the award, or enter into the
Contract;
e. A price per unit cannot be determined from the bid proposal;
f. The proposal form is not properly executed;
g. The bidder fails to submit or properly complete a subcontractor list, if applicable, as required
in Section 1-2.6
h. The bidder fails to submit or properly complete a Disadvantaged, Minority or Women’s
Business Enterprise Certification, if applicable, as required in Section 1-02.6; or
i. The bid proposal does not constitute a definite and unqualified offer to meet the material
terms of the bid invitation.
j. More than one proposal is submitted for the same project from a Bidder under the same or
different names.
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24. Special Provisions 22
1-02.14 Disqualification of Bidders
Revise this section to read:
(******)
1. A bidder will be deemed not responsible and the proposal rejected if the bidder does not meet
the responsibility criteria in RCW 39.04.
2. A bidder may be deemed not responsible and the proposal rejected if:
a. More than one proposal is submitted for the same project from a bidder under the same
or different names;
b. Evidence of collusion exists with any other bidder or potential bidder. Participants in
collusion will be restricted from submitting further bids;
c. The bidder, in the opinion of the Contracting Agency, is not qualified for the Work or to
the full extent of the bid, or to the extent that the bid exceeds the authorized
prequalification amount as may have been determined by a prequalification of the bidder;
d. An unsatisfactory performance record exists based on past or current Contracting Agency
Work or for Work done for others, as judged from the standpoint of conduct of the Work;
workmanship; progress; affirmative action; equal employment opportunity practices; or
Disadvantaged Enterprise, Minority Enterprise, or Women’s Business Enterprise
utilization.
e. There is uncompleted Work (Contracting Agency or otherwise) which might hinder or
prevent the prompt completion of the Work bid upon;
f. The bidder failed to settle bills for labor or materials on past or current contracts;
g. The bidder has failed to complete a written public contract or has been convicted of a
crime arising from a previous public contract;
h. The bidder is unable, financially or otherwise, to perform the Work;
i. A bidder is not authorized to do business in the State of Washington (not registered in
accordance with RCW 18.27)
j. The bidder does not meet the supplemental qualifications criteria as stated in Section 1-
02.1(1).
k. There are any other reasons deemed proper by the Contracting Agency.
1-02.15 Pre Award Information
Revise this section to read:
(******)
Before awarding any contract, the Contracting Agency may require one or more of these items or
actions of:
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 time
required for the various phases of Work;
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24. Special Provisions 23
4. A breakdown of costs assigned to any bid item;
5. Attending at a conference with the Engineer or representatives of the Engineer;
6. Obtain, and furnish a copy of, a business license to do business in the city and/or county where
the Work is located;
7. A copy of State of Washington Contractor’s Registration; or
8. Any other information or action taken that is deemed necessary to ensure that the bidder is
the lowest responsible bidder.
1-03 AWARD AND EXECUTION OF CONTRACT
1-03.1 Consideration of bids
Section 1-03.1 is supplemented with the following:
(******)
All bids will be based on total sum of all schedules of prices. No partial bids will be accepted unless so
stated in the call for bids or special provisions. The City reserves the right however to award all or any
schedule of a bid to the lowest bidder at its discretion.
1-03.2 Award of Contract
Section 1-03.2 is supplemented with the following:
(******)
The Contract, bond form, and all other forms requiring execution, together with a list of all other forms
or documents required to be submitted by the successful bidder, will be forwarded to the successful
bidder within 10 days of the award. The number of copies to be executed by the Contractor shall be
determined by the Contracting Agency.
1-03.3 Execution of Contract
Section 1-03.3 is revised and supplemented as follows:
(******)
Within 10 calendar days after receipt from the City of the forms and documents required to be
completed by the Contractor, the successful bidder shall return the signed Contracting Agency-
prepared contract, an insurance certification as required by Section 1-07.18, and a satisfactory bond
as required by law and Section 1-03.4. Before execution of the Contract by the Contracting Agency,
the successful bidder shall provide any pre-award information the Contracting Agency may require
under Section 1-02.15.
Until the Contracting Agency executes a contract, no proposal shall bind the Contracting Agency nor
shall any Work begin within the project limits or within Contracting Agency-furnished sites. The
Contractor shall bear all risks for any Work begun outside such areas and for any materials ordered
before the Contract is executed by the Contracting Agency.
If the bidder experiences circumstances beyond their control that prevents return of the Contract
documents within 10 calendar days after the award date, the Contracting Agency may grant up to a
maximum of 10 additional calendar days for return of the documents, provided the Contracting
Agency deems the circumstances warrant it.
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24. Special Provisions 24
The Contracting Agency is prohibited by RCW 39.06.010 from executing a contract with a Contractor
who is not registered or licensed as required by the laws of the state. In addition, the Contracting
Agency requires persons doing business with the Contracting Agency to possess a valid City of Renton
business license prior to award.
When the Bid Form provides spaces for a business license number, a Washington State Contractors
registration number, or both the Bidder shall insert such information in the spaces provided. The
Contracting Agency requires legible copies of the Contractor's Registration and business license be
submitted to the Engineer as part of the Contracting Agency's post-award information and evaluation
activities.
It is anticipated that this project will be funded in part by the Washington State Department of
Ecology. Neither the State of Washington nor any of its departments or employees are, or shall be, a
party to this contract or any subcontract.
1-03.4 Contract Bond
Revise the first paragraph to read:
(******)
The successful bidder shall provide an executed contract bond for the full contract amount. This
contract bond shall:
1. Be on the 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. Guarantee that the surety shall indemnify, defend, and protect the Contracting Agency against
any claim of direct or indirect loss resulting from the failure:
a. Of the Contractor (or any of the employees, subcontractors, or lower tier subcontractors
of the Contractor) to faithfully perform the Contract, or
b. Of the Contractor (subcontractors, or lower tier subcontractors of the Contractor) to pay
all laborers, mechanics, subcontractors, lower tie subcontractors, material person, or any
other person who provides supplies or provisions for carrying out Work;
5. Be accompanied by a power of attorney for the Surety’s officer empowered to sign the bond;
and
6. Be signed by an officer of the Contractor empowered to sign official statements (sole
proprietor or partner). If the Contractor is a corporation, the bond must be signed by the
president or vice-president, unless accompanied by a written proof of the authority of the
individual signing the bond to bind the corporation (i.e., corporate resolution, power of
attorney or a letter to such effect by the president or vice-president).
1-03.7 Judicial Review
Revise the last sentence to read:
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24. Special Provisions 25
(******)
The venue of all causes of action arising from the advertisement, award, execution, and performance
of the Contract shall be in the Superior Court of the County where the Contracting Agency’s
headquarters are located.
1-04 SCOPE OF WORK
1-04.2 Coordination of Contract Documents, Plans, Special Provisions Specifications, and
Addenda
Revise the second paragraph to read:
(******)
Any inconsistency in the parts of the Contract shall be resolved by following this order of precedence
(e.g., 1 presiding over 2, 2 over 3, 3 over 4, and so forth):
1. Addenda
2. Proposal Form
3. Technical Specifications (if any)
4. Special Provisions
5. Contract Plans
6. Contracting Agency’s Standard Plans (if any)
7. Amendments to the Standard Specifications
8. WSDOT/APWA Standard Specifications for Road, Bridge and Municipal Construction
9. WSDOT/APWA Standard Plans for Road, Bridge and Municipal Construction
1-04.2(1) Contractor-Discovered Discrepancies
Section 1-04.2(1) is a new section:
(******)
Upon receipt of award of contract, the Contractor shall carefully study and compare all the
components of the Contract Documents and other instructions, and check and verify all field
measurements. The Contractor shall, prior to ordering material or performing Work, report in writing
to the Engineer any error, inconsistency, or omission in respect to design or mode of construction,
which is discovered. If the Contractor, in the course of this study or in the accomplishment of the
Work, finds any discrepancy between the Plans and the physical condition of the locality as
represented in the Plans, or any such errors or omissions in respect to design or mode of construction
in the Plans or in the layout as given by points and instructions, it shall be the Contractor’s duty to
inform the Engineer immediately in writing, and the Engineer will promptly check the same. Any Work
done after such discovery, until correction of Plans or authorization of extra Work is given, if the
Engineer finds that extra Work is involved, will be done at the Contractor's risk. If extra Work is
involved, the procedure shall be as provided in Section 1-04.4 of the Standard Specifications.
1-04.4 Changes
Section 1-04.4 is supplemented as follows:
(******)
Renton does not have a formal policy or guidelines on cost reduction alternatives, but will evaluate
such proposals by the Contractor on a case-by-case basis.
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24. Special Provisions 26
1-04.4(1) Minor Changes
Section 1-04.4(1) is supplemented as follows:
(******)
Payments and credits will be determined in accordance with Section 1-09.4 of the Standard
Specifications. For the purpose of providing a common proposal for all bidders, the Contracting
Agency may have entered an amount for “Minor Change” in the Proposal to become a part of the total
bid by the Contractor.
1-04.6 Variation in Estimated Quantities
Section 1-04.6 is supplemented as follows:
(******)
The quantities for:
• “Utility Potholing”
• “Furnish and Install Controlled Density Fill”
• “Removal and Replacement of Unsuitable Foundation Excavation”
• “Side Sewer Replacement”
have been entered into the Proposal only to provide a common proposal for bidders. Actual
quantities will be determined in the field as the work progresses, and will be paid at the original bid
price, regardless of final quantity. These bid items shall not be subject to the provisions of 1-04.6 of
the Standard Specifications.
1-04.8 Progress Estimates and Payments
Section 1-04.8 is supplemented as follows:
(******)
The Contractor is encouraged to provide to the Engineer prior to progress payments an estimate of
“Lump Sum” Work accomplished to date. The Engineer's calculations and decisions shall be final in
regard to the actual percentage of any lump sum pay item accomplished and eligible for payment
unless another specific method of calculating lump sum payments is provided elsewhere in the
Specifications.
1-04.11 Final Cleanup
Section 1-04.11 is supplemented as follows:
(******)
All salvage material as noted on the Plans and taken from any of the discarded facilities shall, at the
Engineer's discretion, be carefully salvaged and delivered to the City shops. Any cost incurred in
salvaging and delivering such items shall be considered incidental to the project and no compensation
will be made.
The Contract price for "Finish and Cleanup, Lump Sum," shall be full compensation for all Work,
equipment and materials required to perform final cleanup. If this pay item does not appear in the
Contract Documents then final cleanup shall be considered incidental to the Contract and to other pay
item and no further compensation shall be made.
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24. Special Provisions 27
1-05 CONTROL OF WORK
1-05.4 Conformity With and Deviation from Plans and Stakes
Section 1-05.4 is supplemented with the following:
(******)
If the project calls for the Contractor supplied surveying, the Contractor shall provide all required
survey Work, including such Work as mentioned in Sections 1-05, 1-11 and elsewhere in these
Specifications as being provided by the Engineer. All costs for this survey Work shall be included in "
Construction Surveying, Staking, and As-Built Drawings," per lump sum.
The Engineer or the Contractor supplied surveyor will provide construction stakes and marks
establishing lines, slopes, and grades as stipulated in Sections 1-05.4 and will perform such Work per
Section 1-11. The Contractor shall assume full responsibility for detailed dimensions, elevations, and
excavation slopes measured from the Engineer or the Contractor supplied surveyor furnished stakes
and marks.
The Contractor shall provide a work site, which has been prepared to permit construction staking to
proceed in a safe and orderly manner. The Contractor shall keep the Engineer or the Contractor
supplied surveyor informed of staking requirements and provide at least 48 hour notice to allow the
Engineer or the Contractor supplied surveyor adequate time for setting stakes.
The Contractor shall carefully preserve stakes, marks, and other reference points, including existing
monumentation, set by Contracting Agency forces. The Contractor will be charged for the costs of
replacing stakes, markers and monumentation that were not to be disturbed but were destroyed or
damaged by the Contractor's operations. This charge will be deducted from monies due or to become
due to the Contractor.
Any claim by the Contractor for extra compensation by reason of alterations or reconstruction Work
allegedly due to error in the Engineer's line and grade, will not be allowed unless the original control
points set by the Engineer still exist, or unless other satisfactory substantiating evidence to prove the
error was furnished by the Engineer. Three consecutive points set on line or grade shall be the
minimum points used to determine any variation from a straight line or grade. Any such variation shall,
upon discovery, be reported to the Engineer. In the absence of such report the Contractor shall be
liable for any error in alignment or grade.
The Contractor shall provide all surveys required other than those to be performed by the Engineer.
All survey Work shall be done in accordance with Section 1-11 SURVEYING STANDARDS of these
Specifications.
The Contractor shall keep updated survey field notes in a standard field book and in a format set by
the Engineer, per Section 1-11.1(4). These field notes shall include all survey Work performed by the
Contractor's surveyor in establishing line, grade and slopes for the construction Work. Copies of these
field notes shall be provided the Engineer upon request and upon completion of the Contract Work
the field book or books shall be submitted to the Engineer and become the property of the Contracting
Agency.
If the survey Work provided by the Contractor does not meet the standards of the Engineer, then the
Contractor shall, upon the Engineer's written request, remove the individual or individuals doing the
survey Work and the survey Work will be completed by the Engineer at the Contractor's expense.
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24. Special Provisions 28
Costs for completing the survey Work required by the Engineer will be deducted from monies due or
to become due the Contractor.
1-05.4(3) Contractor Supplied Surveying
Section 1-05.4(3) is a new section:
(******)
When the Contract provides for Contractor Supplied Surveying, the Contractor shall supply the survey
Work required for the project. The Contractor shall retain as a part of the Contractor Organization an
experienced team of surveyors under the direct supervision of a professional land surveyor licensed
by the State of Washington. All survey Work shall be done in accordance with Sections 1-05.4 and 1-
11.
The Contractor and/or the Surveyor shall inform the Engineer in writing of any errors, discrepancies,
and omissions to the Plans that prevent the Contractor and/or the Surveyor from constructing the
project in a manner satisfactory to the Engineer. All errors, discrepancies, and omissions must be
corrected to the satisfaction of the Engineer before the survey Work may be continued.
The Contractor shall coordinate his Work with the Surveyor and perform his operations in a manner
to protect all survey stakes from harm. The Contractor shall inform the Surveyor of the Contractor's
intent to remove any survey stakes and/or points before physically removing them.
The Surveyor shall be responsible for maintaining As-Built records for the project. The Contractor
shall coordinate his operations and assist the Surveyor in maintaining accurate As-Built records for
the project.
If the Contractor and the Surveyor fail to provide, as directed by the Engineer and/or these Plans and
Specifications, accurate As-Built records and other Work the Engineer deems necessary, the Engineer
may elect to provide at Contractor expense, a surveyor to provide all As-Built records and other Work
as directed by the Engineer. The Engineer shall deduct expenses incurred by the Engineer-supplied
surveying from monies owed to the Contractor.
1-05.4(4) Contractor Provided As-Built Information
Section 1-05.4(4) is a new section:
(******)
It shall be the Contractors responsibility to record the location prior to the backfilling of the trenches,
by centerline station, offset, and depth below pavement, of all existing utilities uncovered or crossed
during his Work as covered under this project.
It shall be the Contractor’s responsibility to have his Surveyor locate by centerline station, offset and
elevation each major item of Work done under this contract per the survey standard of Section 1-11.
Major items of Work shall include but not be limited to: Manholes, Catch basins and Inlets, Valves,
vertical and Horizontal Bends, Junction boxes, Cleanouts, Side Sewers, Street Lights & Standards,
Hydrants, Major Changes in Design Grade, Vaults, Culverts, Signal Poles, and Electrical Cabinets.
After the completion of the Work covered by this contract, the Contractor’s Surveyor shall provide to
the City the hard covered field book(s) containing the as-built notes and one set of white prints of the
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24. Special Provisions 29
project drawings upon which he has plotted the notes of the Contractor locating existing utilities, and
one set of white prints of the project drawings upon which he has plotted the as-built location of the
new Work as he recorded in the field book(s). This drawing shall bear the Surveyor’s seal and signature
certifying its accuracy.
1-05.7 Removal of Defective and/or Unauthorized Work
Section 1-05.7 is supplemented as follows:
(******)
Upon written notice from the Engineer, the Contractor shall promptly replace and re-execute Work by
Contractor forces, in accordance with the intent of the Contract and without expense to the Owner,
and shall bear the expense of making good all Work of other contractors destroyed or damaged by
such removal or replacement.
If the Contractor does not remove such condemned Work and materials and commence re-execution
of the Work within 7 calendar days of written notice from the Engineer, or fails to perform any part of
the Work required by the Contract Documents, the Owner may correct and remedy such Work as may
be identified in the written notice, with Contracting Agency forces or by such other means as the
Contracting Agency may deem necessary. In that case, the Owner may store removed material.
Direct or indirect costs incurred by the Contracting Agency attributable to correcting and remedying
defective or unauthorized Work, or Work the Contractor failed or refused to perform, shall be paid by
the Contractor. Payment will be deducted by the Engineer from monies due, or to become due, the
Contractor. Such direct and indirect costs shall include in particular, but without limitation,
compensation for additional professional services required, and costs for repair and replacement of
Work of others destroyed or damaged by correction, removal, or replacement of the Contractor’s
unauthorized Work.
If sufficient funds do not remain in the Contract and the Contractor does not pay the cost of such
removal and storage within 10 calendar days from the date of the notice to the Contractor of the fact
of such removal, the Owner may, upon an additional 10 calendar days written notice, sell such
materials at public or private sale, and deduct all costs and expenses incurred from monies due to the
Contractor, including costs of sale, and accounting to Contractor for the net proceeds remaining. The
Owner may bid at any such sale. The Contractor shall be liable to the Owner for the amount of any
deficiency from any funds otherwise due the Contractor.
If the Contractor fails to comply with a written order to remedy what the Engineer determines to be
an emergency situation, the Engineer may have the defective and unauthorized Work corrected
immediately, have the rejected Work removed and replaced, or have Work the Contractor refuses to
perform completed by using Contracting Agency or other forces. An emergency situation is any
situation when, in the opinion of the Engineer, a delay in its remedy could be potentially unsafe, or
might cause serious risk of loss or damage to the public, the Property Owner and the Property Owner’s
property.
No adjustment in contract time or compensation will be allowed because of the delay in the
performance of the Work attributable to the exercise of the Contracting Agency’s rights provided by
this section.
The rights exercised under the provisions of this section shall not diminish the Contracting Agency’s
right to pursue any other avenue for additional remedy or damages with respect to the Contractor’s
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24. Special Provisions 30
failure to perform the Work as required.
1-05.10 Guarantees
Section 1-05.10 is supplemented as follows:
(******)
If within one year after the Acceptance Date of the Work by the Contracting Agency, defective and/or
unauthorized Work is discovered, the Contractor shall promptly, upon written order by the Contracting
Agency, return and in accordance with the Engineer’s instructions, either correct such Work, or if such
Work has been rejected by the Engineer, remove it from the project site and replace it with non-
defective and authorized Work, all without cost to the Contracting Agency. If the Contractor does not
promptly comply with the written order to correct defective and/or unauthorized Work, or if an
emergency exists, the Contracting Agency reserves the right to have defective and/or unauthorized
Work corrected or removed and replaced pursuant to Section 1-05.7 “Removal of Defective and/or
Unauthorized Work.”
The Contractor agrees the above one year limitation shall not exclude or diminish the Contracting
Agency’s rights under any law to obtain damages and recover costs resulting from defective and/or
unauthorized Work discovered after one year but prior to the expiration of the legal time period set
forth in RCW 4.16.040 limiting actions upon a contract in writing, or liability expressed of implied
arising out of a written agreement.
The Contractor shall warrant good title to all materials, supplies, and equipment purchased for, or
incorporated in the Work. Nothing contained in this paragraph, however, shall defeat or impair the
right of persons furnishing materials or labor, to recover under any bond given by the Contractor for
their protection, or any rights under any law permitting such persons to look to funds due the
Contractor in the hands of the Contracting Agency.
The provisions of this paragraph shall be inserted in all subcontracts and material contracts, and notice
of its provisions shall be given to all persons furnishing materials for the Work when no formal contract
is entered into for such materials.
1-05.11 Final Inspection
1-05.11(1) Substantial Completion Date
Section 1-05.11(1) is a new section:
(******)
When the Contractor considers the Work to be substantially complete, the Contractor shall so notify
the Engineer and request the Engineer establish the Substantial Completion Date. The Engineer will
schedule an inspection of the Work with the Contractor to determine the status of completion.
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24. Special Provisions 31
To be considered substantially complete the following conditions must be met:
1. The Contracting Agency must have full and unrestricted use and benefit of the
facilities both from the operational and safety standpoint.
2. Only minor incidental Work, replacement of temporary substitute facilities, or
correction of repair Work remains to reach physical completion of the Work.
The Contractor’s request shall list the specific items of Work in subparagraph two above that
remains to be completed in order to reach physical completion. The Engineer may also establish the
Substantial Completion Date unilaterally.
If after this inspection, the Engineer concurs with the Contractor that the Work is substantially
complete and ready for its intended use, the Engineer, by written notice to the Contractor, will set
the Substantial Completion Date. If, after this inspection the Engineer does not consider the Work
substantially complete and ready for its intended use, the Engineer will, by written notice, so notify
the Contractor giving the reasons therefore.
Upon receipt of written notice concurring in or denying substantial completion, whichever is
applicable, the Contractor shall pursue vigorously, diligently and without unauthorized interruption,
the Work necessary to reach Substantial and Physical Completion. The Contractor shall provide the
Engineer with a revised schedule indicating when the Contractor expects to reach substantial and
physical completion of the Work.
The above process shall be repeated until the Engineer establishes the Substantial Completion Date
and the Contractor considers the Work physically complete and ready for Final Inspection.
1-05.11(2) Final Inspection and Physical Completion Date
Section 1-05.11(2) is a new Section:
(******)
When the Contractor considers the Work physically complete and ready for Final Inspection, the
Contractor, by Written Notice, shall request the Engineer to schedule a final inspection. The Engineer
will set a date for Final Inspection. The Engineer and the Contractor will then make a final inspection
and the Engineer will notify the Contractor in writing of all particulars in which the Final Inspection
reveals the Work incomplete or unacceptable. The Contractor shall immediately take such corrective
measures as are necessary to remedy the listed deficiencies. Corrective Work shall be pursued
vigorously, diligently, and without interruption until physical completion of the listed deficiencies. This
process will continue until the Engineer is satisfied the listed deficiencies have been corrected.
If action to correct the listed deficiencies is not initiated within 7 days after receipt of the Written
Notice listing the deficiencies, the Engineer may, upon Written Notice to the Contractor, take whatever
steps are necessary to correct those deficiencies pursuant to Section 1-05.8. The Contractor will not
be allowed an extension of contract time because of a delay in the performance of the Work
attributable to the exercise of the Engineer’s right hereunder.
Upon correction of all deficiencies, the Engineer will notify the Contractor and the Contracting Agency,
in writing, of the date upon which the Work was considered physically complete, that date shall
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24. Special Provisions 32
constitute the Physical Completion Date of the Contract, but shall not imply all the obligations of the
Contractor under the Contract have been fulfilled.
1-05.11(3) Operational Testing
Section 1-05.11(3) is a new section:
(******)
Unless otherwise noted in the Contract Documents, the Contractor shall give the Engineer a minimum
of 3 working days’ notice of the time for each test and inspection. If the inspection is by another
authority than the Engineer, the Contractor shall give the Engineer a minimum of 3 working days’
notice of the date fixed for such inspection. Required certificates of inspection by other authority than
the Engineer shall be secured by the Contractor.
It is the intent of the Contracting Agency to have at the Physical Completion Date a complete and
operable system. Therefore, when the Work involves the installation of machinery or other
mechanical equipment; street lighting, electrical distribution or signal systems; irrigation systems;
buildings; or other similar Work, it may be desirable for the Engineer to have the Contractor operate
and test the Work for a period of time, after final inspection but prior to the physical completion date.
Whenever items of Work are listed in the Contract Provisions for operational testing they shall be fully
tested under operating conditions for the time period specified to ensure their acceptability prior to
the Physical Completion Date. During and following the test period, the Contractor shall correct any
items of workmanship, materials, or equipment which prove faulty, or that are not in first class
operating condition. Equipment, electrical controls, meters, or other devices and equipment to be
tested during this period shall be tested under the observation of the Engineer, so that the Engineer
may determine their suitability for the purpose for which they were installed. The Physical Completion
Date cannot be established until testing and corrections have been completed to the satisfaction of
the Engineer.
The costs for power, gas, labor, material, supplies, and everything else needed to successfully complete
operational testing, shall be included in the unit contract prices related to the system being tested,
unless specifically set forth otherwise in the proposal.
Operational and test periods, when required by the Engineer, shall not affect a manufacturer’s
guaranties or warranties furnished under the terms of the Contract.
1-05.12 Final Acceptance
The third and fourth sentences in paragraph 1 are deleted and replaced with:
(******)
The Final Acceptance date shall be that date in which the Renton City Council formally approves
acceptance of the Contract.
1-05.13 Superintendents, Labor and Equipment of Contractor
Revise the seventh paragraph to read:
(******)
Whenever the Contracting Agency evaluates the Contractor’s qualifications pursuant to Section 1-
02.1, the Contracting Agency will take these performance reports into account.
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24. Special Provisions 33
1-05.14 Cooperation with Other Contractors
Section 1-05.14 is supplemented as follows:
(******)
The Contractor shall afford the Owner and other contractors working in the area reasonable
opportunity for the introduction and storage of their materials and the execution of their respective
Work, and shall properly connect and coordinate the Contractor’s Work with theirs.
Other utilities, districts, agencies, and contractors who may have facilities within the project area are:
1. Puget Sound Energy (gas and electric)
2. CenturyLink
3. City of Renton (water, sewer, transportation)
4. Comcast
5. Private contractors employed by adjacent property owners
The Contractor shall be responsible to coordinate in advance with PSE and provide for the temporary
support and stabilization of any power poles or gas lines potentially affected by underground utility
facility removal or installation.
Puget Sound Energy (PSE) will be relocating their gas main, not including gas services, within the
project extents. This work will be by others, not in this Contract and occur prior to this Contract’s
Notice to Proceed. For PSE’s gas main relocation plan, see section 30 of the specifications. The
Contractor shall locate this relocated gas main and be responsible for avoiding conflicts associated
with its’ new location.
Prior to starting the Work, the Contractor shall provide the agencies and entities listed below of the
name(s) and telephone numbers of the construction superintendent in responsible charge, or other
individuals having full authority to execute the orders or direction of the Engineer in the event of an
emergency:
Comcast
Aaron Cantrel
Tel. (253) 864-4281 (office)
(206) 510-4222 (mobile)
Email: Aaron_Cantrel@comcast.com
Puget Sound Energy (Gas)
Glenn Helton
Tel. (425) 559-4647
Email: Glenn.helton@pse.com
Centurylink
Jesse Patjen
Tel. (425) 429-5722
Email: Jesse.Patjens@centurylink.com
Puget Sound Energy (Power)
Hong Nguyen
Tel. (253) 395-6904 (office)
(425-449-6609 (Cell)
Email: Hong.Nguyen@pse.com
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24. Special Provisions 34
1-05.15 Method of Serving Notices
Revise the second paragraph to read:
(******)
All correspondence from the Contractor shall be directed to the Engineer. All correspondence from
the Contractor constituting any notification, notice of protest, notice of dispute, or other
correspondence constituting notification required to be furnished under the Contract, shall be in letter
format and delivered either via mail delivery service to the Engineer's office or delivered as an
attachment to an email, as described below.
Notices delivered by email shall be sent to all addresses on a mutually agreed upon list of addresses
for the Contractor or the Contracting Agency. The list shall be agreed upon prior to issuance of the
“Notice to Proceed with Construction” and shall be maintained by the Engineer. An email is deemed
to be received by the end of the next business day following the date and time as recorded by the
device used by the sender from which the email was sent. Email notifications shall have a subject line
containing at least the project name and the word Notification (NE 16th St and Jefferson Ave NE
Stormwater Green Connections – Notification). Attachments over 10 megabytes are not allowed. For
files over 10 megabytes, a link to a secure file transfer service shall be provided. Confirmation of
receipt of email notification shall be provided by the recipient no later than one business day following
receipt of the email notification.
1-05.16 Water and Power
Section 1-05.16 is a new Section:
(******)
The Contractor shall make necessary arrangements, and shall bear the costs for power and water
necessary for the performance of the Work, unless the Contract includes power and water as a pay
item.
1-05.17 Oral Agreements
Section 1-05.17 is a new section:
(******)
No oral agreement or conversation with any officer, agent, or employee of the Contracting Agency,
either before or after execution of the Contract, shall affect or modify any of the terms or obligations
contained in any of the documents comprising the Contract. Such oral agreement or conversation
shall be considered as unofficial information and in no way binding upon the Contracting Agency,
unless subsequently put in writing and signed by the Contracting Agency.
1-05.18 Contractor's Daily Diary
Section 1-05.18 is a new section:
(******)
The Contractor and subcontractors shall maintain and provide to the Engineer a Daily Diary Record of
this Work. This diary will be created by pen entries in a hardbound diary book of the type that is
commonly available through commercial outlets. The diary must contain the Project and Number; if
the diary is in loose-leaf form, this information must appear on every page. The diary must be kept
and maintained by the Contractor's designated project superintendent(s). Entries must be made on a
daily basis and must accurately represent all of the project activities on each day.
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24. Special Provisions 35
At a minimum, the diary shall show on a daily basis:
1. The day and date.
2. The weather conditions, including changes throughout the day.
3. A complete description of Work accomplished during the day with adequate references to
the Plans and Contract Provisions, so that the reader can easily and accurately identify said
Work in the Plans. Identify location/description of photographs or videos taken that day.
4. An entry for each and every changed condition, dispute or potential dispute, incident,
accident, or occurrence of any nature whatsoever which might affect the Contractor, the
Owner, or any third party in any manner.
5. Listing of any materials received and stored on- or off-site by the Contractor for future
installation, to include the manner of storage and protection of the same.
6. Listing of materials installed during each day.
7. List of all subcontractors working on-site during each day.
8. Listing of the number of the Contractor's employees working during each day by category
of employment.
9. Listing of the Contractor's equipment working on the site during each day. Idle equipment
on the site shall be listed and designated as idle.
10. Notations to explain inspections, testing, stake-out, and all other services furnished by the
Owner or other party during each day.
11. Entries to verify the daily (including non-Work days) inspection and maintenance of traffic
control devices and condition of the traveled roadway surfaces. The Contractor shall not
allow any conditions to develop that would be hazardous to the public.
12. Any other information that serves to give an accurate and complete record of the nature,
quantity, and quality of Contractor's progress on each day.
13. Plan markups showing locations and dimensions of constructed features to be used by the
Engineer to produce record drawings.
14. All pages of the diary must be numbered consecutively with no omissions in page numbers.
15. Each page must be signed and dated by the Contractor's official representative on the
project.
The Contractor may use additional sheets separate from the diary book if necessary to provide a
complete diary record, but they must be signed, dated, and labeled with project name and number.
It is expressly agreed between the Contractor and the Owner that the Daily Diary maintained by the
Contractor shall be the “Contractor's Book of Original Entry” for the documentation of any potential
claims or disputes that might arise during this contract. Failure of the Contractor to maintain this diary
in the manner described above will constitute a waiver of any such claims or disputes by the
Contractor.
The Engineer or other Owner’s representative on the job site will also complete a Daily Construction
Report.
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24. Special Provisions 36
1-06 CONTROL OF MATERIAL
1-06.1 Approval of Materials Prior to Use
Section 1-06.1 is supplemented as follows:
(******)
The materials and equipment lists submitted to the Engineer at the Preconstruction Conference shall
include the quantity, manufacturer, and model number, if applicable, of materials and equipment to
be installed under the Contract. This list will be checked by the Engineer as to conformity with the
Contract Documents. The Engineer will review the lists within 10 working days, noting required
corrections. The Contractor shall make required corrections and file 2 corrected copies with the
Engineer within one week after receipt of required corrections. The Engineer's review and acceptance
of the lists shall not relieve the Contractor from responsibility for suitability for the intended purpose,
nor for deviations from the Contract Documents.
1-06.2(1) Samples and Tests for Acceptance
Section 1-06.2(1) is supplemented a follows:
(******)
The finished Work shall be in accordance with approved samples. Approval of samples by the Engineer
does not relieve the Contractor of responsibility for performance of the Work in accordance with the
Contract Documents.
1-06.2(2) Statistical Evaluation of Materials for Acceptance
Section 1-06.02(2) is supplemented by adding the following:
(******)
Unless stated otherwise in the special provisions, statistical evaluation will not be used by the City of
Renton.
1-07 LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC
1-07.1 Laws to be Observed
Section 1-07.1 is supplemented as follows:
(******)
The Contractor shall erect and properly maintain, at all times, as required by the conditions and
progress of the Work, all necessary safeguards for protection of workers and the public; shall post
danger signs warning against known or unusual hazards; and shall designate as Safety Supervisor, a
responsible employee on the construction site whose duty shall be the enforcement of safety. The
name and position of such person so designated shall be reported in writing to the Engineer by the
Contractor.
The Contractor shall, at all times, enforce strict discipline and good order among all employees and
shall not employ any person unfit or not skilled in the Work assigned to him/her.
Necessary sanitation conveniences for the use of the workers on the job, properly secluded from
public observation, shall be provided and maintained by the Contractor.
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24. Special Provisions 37
In cases of conflict between different safety regulations, the more stringent regulation shall apply.
The Washington State Department of Labor and Industries shall be the sole and paramount
administrative agency responsible for the administration of the provisions of the Washington
Industrial Safety and Health Act of 1973 (WISHA).
The Contractor shall maintain at the project site office, or other well-known place at the project site,
all articles necessary for providing first aid to the injured. The Contractor shall establish, publish, and
make known to all employees, procedures for ensuring immediate removal to a hospital or doctor’s
care, and persons, including employees, who may have been injured on the project site. Employees
should not be permitted to Work on the project site before the Contractor has established and made
known procedures for removal of injured persons to a hospital or a doctor’s care.
The Contractor shall have sole responsibility for the safety, efficiency, and adequacy of the Contractor’s
plant, appliances, and methods, and for any damage or injury resulting from their failure, or improper
maintenance, use, or operation. The Contractor shall be solely and completely responsible for the
conditions of the project site, including safety for all persons and property in the performance of the
Work. This requirement shall apply continuously, and not be limited to normal working hours. The
required or implied duty of the Engineer to conduct construction review of the Contractor’s
performance does not, and shall not, be intended to include review and adequacy of the Contractor’s
safety measures, in, on, or near the project site.
In response to COVID-19, the Contractor shall prepare a project specific COVID-19 Health and Safety
Plan (CHSP) in conformance with Section 1-07.4 and the Washington State Governor’s Phase 1
Construction Restart COVID-19 Job Site Requirements. A copy of the CHSP developed by the
Contractor shall be submitted to the Engineer as a Type 2 Working Drawing.
1-07.2 State Tax
Delete this section, including its sub-sections, in its entirety and replace it with the following:
(******)
1-07.2(1) General
The Washington State Department of Revenue has issued special rules on the state sales tax. Sections
1-07.2(1) through 1-07.2(4) are meant to clarify those rules. The Contractor should contact the
Washington State Department of Revenue for answers to questions in this area. The Contracting
Agency will not adjust its payment if the Contractor bases a bid on a misunderstood tax liability.
The Contractor shall include all Contractor-paid taxes in the unit bid prices or other contract amounts.
In some cases, however, state retail sales tax will not be included. Section 1-07.2(3) describes this
exception.
The Contracting Agency will pay the retained percentage only if the Contractor has obtained from the
Washington State Department of Revenue a certificate showing that all contract-related taxes have
been paid (RCW 60.28.050). The Contracting Agency may deduct from its payments to the Contractor
any amount the Contractor may owe the Washington State Department of Revenue, whether the
amount owed relates to this contract or not. Any amount so deducted will be paid into the proper
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24. Special Provisions 38
state fund
1-07.2(2) State Sales Tax – Rule 171
WAC 458-20-171, and its related rules, apply to building, repairing, or improving streets, roads, etc.,
which are owned by a municipal corporation, or political subdivision of the state, or by the United
States, and which are used primarily for foot or vehicular traffic. This includes storm or combined
sewer systems within and included as part of the street or road drainage system, and power lines
when such are part of the roadway lighting system. For Work performed in such cases, the Contractor
shall include Washington State Retail Sales Taxes in the various unit bid item prices, or other contract
amounts, including those that the Contractor pays on the purchase of the materials, equipment, or
supplies used or consumed in doing the Work.
1-07.2(3) State Sales Tax – Rule 170
WAC 458-20-170, and its related rules, applies to the constructing and repairing of new or existing
buildings, or other structures, upon real property. This includes, but is not limited to; the construction
of streets, roads, highways, etc., owned by the state of Washington; water mains and their
appurtenances; sanitary sewers and sewage disposal systems unless such sewers and disposal systems
are within, and a part of, a street or road drainage system; telephone, telegraph, electrical power
distribution lines, or other conduits or lines in or above streets or roads, unless such power lines
become a part of a street or road lighting system; and installing or attaching of any article of tangible
personal property in or to real property, whether or not such personal property becomes a part of the
realty by virtue of installation.
For Work performed in such cases, the Contractor shall collect from the Contracting Agency, retail
sales tax on the full contract price. The Contracting Agency will automatically add this sales tax to
each payment to the Contractor. For this reason, the Contractor shall not include the retail sales tax
in the unit bid item prices, or in any other contract amount subject to Rule 170, with the following
exception.
Exception: The Contracting Agency will not add in sales tax for a payment the Contractor or a
subcontractor makes on the purchase or rental of tools, machinery, equipment, or consumable
supplies not integrated into the project. Such sales taxes shall be included in the unit bid item prices
or in any other contract amount.
1-07.2(4) Services
The Contractor shall not collect retail sales tax from the Contracting Agency on any contract wholly
for professional or other services (as defined in Washington State Department of Revenue Rules 138
and 244).
1-07.4 Sanitation
1-07.4(2) Health Hazards
Section 1-07.4(2) is supplemented as follows:
(******)
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24. Special Provisions 39
COVID-19 Health and Safety Plan (CHSP)
The Contractor shall prepare a project specific COVID-19 Health and Safety Plan (CHSP). The CHSP
shall be prepared and submitted as a Type 2 Working Drawing prior to beginning physical Work.
The Contractor shall update and resubmit the CHSP as the work progresses and new activities appear
on the look ahead schedule required under Section 1-08.3(2)D. If the conditions change on the
project, or a particular activity, the Contractor shall update and resubmit the CHSP. Work on any
activity shall cease if conditions prevent full compliance with the CHSP.
The CHSP shall address the health and safety of all people associated with the project including
Contracting Agency workers in the field, Contractor personnel, consultants, project staff,
subcontractors, suppliers and anyone on the project site, staging areas, or yards. The plan shall address
all elements of the Washington State Governor’s Phase 1 Construction Restart COVID-19 Job Site
Requirements.
COVID-19 Health and Safety Plan (CHSP) Inspection
The Contractor shall grant full and unrestricted access to the Contracting Agency for CHSP Inspections.
The Contracting Agency will conduct periodic compliance inspections on the project site, staging areas,
or yards to verify that any ongoing work activity is following the CHSP plan. If the Contracting Agency
becomes aware of a noncompliance incident either through a site inspection or other means, the
Contractor will be notified immediately. The Contractor shall immediately remedy the noncompliance
incident or suspend all or part of the associated work activity. If a suspension is necessary the
Contractor shall satisfy the Contracting Agency that the noncompliance incident has been corrected
before the suspension will end.
1-07.5 Environmental Regulations
1-07.5(1) General
Section 1-07.5(1) is supplemented as follows:
(******)
Protection of the Environment: No construction related activity shall contribute to the degradation of
the environment, allow material to enter surface or ground waters, or allow particulate emissions to
the atmosphere, which exceed state or federal standards. Any actions that potentially allow a
discharge to state waters must have prior approval of the Washington State.
1-07.6 Permits and Licenses
Section 1-07.6 is supplemented as follows:
(******)
The Contractor shall ensure that all necessary permits are obtained, and is responsible for reviewing
all permits to become familiar with the requirements.
The Contractor and all subcontractors of any tier must obtain a City of Renton Business License
(Contractor).
The permits, easements, and right of entry documents that have been acquired are available for
inspection and review.
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24. Special Provisions 40
The Contractor shall be required to comply with all conditions of the permits, easements, and rights
of entry, at no additional cost to the Owner. The Contractor is required to indemnify the Owner from
claims on all easements and rights of entry.
All other permits, licenses, etc., shall be the responsibility of the Contractor. The Contractor shall
comply with the special provisions and requirements of each.
Permits, permission under franchises, licenses and bonds of a temporary nature necessary for and
during the prosecution of the Work, and inspection fees in connection therewith shall be secured and
paid for by the Contractor. If the Owner is required to secure such permits, permission under
franchises, licenses and bonds, and pay the fees, the costs incurred by the Owner thereby shall be
charged against the Contractor and deducted from any funds otherwise due the Contractor.
The Contractor is cautioned to review all permits and other Contract Documents and schedule the
work activities appropriately to complete the work within the number of days stated in the Contract
Document. No additional compensation or extensions to time will be granted to the Contractor due
to the time constraints imposed by such documents. The Contractor shall assume all responsibility for
meeting all requirements of all permits.
Any fines or penalties incurred by Contracting Agency for not meeting state water quality standards
and/or lack of stormwater pollution prevention on this Project shall be deducted from monies
otherwise due to Contractor. Any fines assessed directly to Contractor shall be paid directly to the
fining authority, at the Contractor’s own cost.
1-07.9 Wages
1-07.9(5) Required Documents
Delete the first sentence of the third paragraph, and replace it with the following:
(******)
The Contractor must submit weekly-certified payrolls for the Contractor and all subcontractors and
lower tier subcontractors, regardless of project’s funding source.
1-07.11 Requirements for Non-Discrimination
1-07.11(11) City of Renton Affidavit of Compliance
Section 1-07.11(11) is new:
(******)
Each Contractor, Subcontractor, Consultant, and or Supplier shall complete and submit a copy of the
“City of Renton Fair Practices Policy Affidavit of Compliance”. A copy of this document will be bound
in the bid documents.
1-07.12 Federal Agency Inspection
Section 1-07.12 is supplemented with the following:
(******)
Required Federal Aid Provisions
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24. Special Provisions 41
The Required Contract Provisions Federal Aid Construction Contracts (FHWA 1273) and the
amendments thereto supersede any conflicting provisions of the Standard Specifications and are
made a part of this contract; provided, however, that if any of the provisions of FHWA 1273, as
amended, are less restrictive than Washington State Law, then the Washington State Law shall prevail.
The provisions of FHWA 1273, as amended, included in this contract require that the Contractor insert
the FHWA 1273 and amendments thereto in each subcontract, together with the wage rates which
are part of the FHWA 1273, as amended. Also, a clause shall be included in each subcontract requiring
the subcontractors to insert the FHWA 1273 and amendments thereto in any lower tier subcontracts,
together with the wage rates. The Contractor shall also ensure that this Section, REQUIRED FEDERAL
AID PROVISIONS, is inserted in each subcontract for subcontractors and lower tier subcontractors. For
this purpose, upon request to the Project Engineer, the Contractor will be provided with extra copies
of the FHWA 1273, the amendments thereto, the applicable wage rates, and this Special Provision.
1-07.13 Contractor’s Responsibility for Work
1-07.13(1) General
Section 1-07.13(1) is supplemented as follows:
(******)
See 8-01 for additional construction requirements regarding implementation of the SWPPP and TESC
Plan.
During unfavorable weather and other conditions, the Contractor shall pursue only such portions of
the Work as shall not be damaged thereby.
No portion of the Work whose satisfactory quality or efficiency will be affected by unfavorable
conditions shall be constructed while these conditions exist, unless the Contractor shall be able to
overcome said unfavorable conditions by special means or precautions acceptable to the Engineer.
1-07.15 Temporary Water Pollution/Erosion Control
Section 1-07.15 is supplemented with the following:
(******)
The Contractor shall perform all Work in strict accordance with all Federal, State, and local laws and
regulations governing waters of the State, as well as permits acquired for the project.
The Contractor shall prepare a final Temporary Water Pollution/Erosion Control Plan (TWPECP) and a
final Stormwater Pollution Prevention Plan (SWPPP).
The TWPECP and SWPPP shall be developed in accordance with the erosion control standards
contained in the Current City of Renton Surface Water Design Manual. The plan shall include any
assumptions, detailed calculations, sketches and sequencing. The plan shall be signed and stamped
by a Washington State Professional Engineer. A TESC supervisor shall be designated by the Contractor,
whose name and phone number shall be given to the Engineer at the Preconstruction Conference.
The TESC supervisor must be CESCL certified in accordance with NPDES permit requirements.
The plan shall be submitted for approval to the City within 10 days of the Notice of Award. The
TWPECP shall include the various configurations that may be necessary to adequately control erosion
and sediment at the site during the various stages of construction.
Design of dewatering, water control, bypass systems, and temporary erosion and sediment control
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24. Special Provisions 42
during construction shall be the responsibility of the Contractor.
At a minimum, the plan shall contain:
1. Manufacturer’s data and detailed plans for the erosion control products specified in the plan.
2. Plan for temporary pipe system diversions. This shall include a description of when the piping
will be used, pipe material, locations, elevations, plan and profile views, inlet and outlet
protection, hydraulic capacity, and details of important design features.
3. Plan for collecting, pumping and pipe surface stormwater runoff, dewatering discharge, and
seepage from the source to the Baker Tank or acceptable discharge. The plan shall be shown
in phases to coincide with the phases of construction. The plan shall include:
a. Layout and details of system.
b. Diversion systems manufacturer’s data and material submittals.
c. Pump and pipe types, sizes, manufacturer’s data, and design criteria for pump sizing.
d. Flow calculations for stormwater, seepage, and dewatering pump discharge. Schedule
and sketch of location for dewatering systems. Pumps shall be sized to pump stormwater
runoff for the tributary area plus an allowance for groundwater and surface seepage.
Each pump area location shall be equipped with two pumps meeting the capacity
requirement, in case one is non-operational.
e. Source of power for pumps, description of schedule and fueling requirements, storage
location, and methods.
4. Manufacturer’s literature and test results (certificates) on the temporary silt fence, erosion
control matting, riprap gradations, and any other necessary erosion control materials.
5. Planned installation and maintenance schedule for temporary erosion and sedimentation
control facilities. Indicate locations and outlets of dewatering systems.
6. The boundaries of the clearing limits, sensitive areas and their buffers, and areas of vegetation
preservation and tree retention.
The Contractor shall also prepare a final SWPPP. The SWPPP must meet the requirements of the
Department of Ecology’s NPDES and State Waste Discharge General Permit for Stormwater Discharges
Associated with Construction Activity (General Permit). The SWPPP shall include and modify as
necessary the Site Preparation and Erosion Control Plan drawings provided as part of the Contract
Plans. The Contractor shall prepare, review, and modify the SWPPP as necessary to be consistent with
the actual work schedule, sequencing, and construction methods that will be used on the project. The
Contractor’s SWPPP shall meet the requirements of the general permit.
The Contractor shall:
• Furnish, install, operate, and maintain necessary machinery, appurtenances, and equipment
to keep excavations free of water during construction;
• Dewater and dispose of water in a manner that will not cause injury to public and private
property, as well as keep sediment-laden water from entering the City surface water system
or violate applicable water standards;
• Keep sufficient pumping equipment and machinery on hand at all times for emergencies,
including electric power failures;
• Keep experienced personnel available at all times to operate pumping equipment, machinery
and appliances;
• Not shut down dewatering systems between shifts, on holidays and weekends, nor during
work stoppages without prior authorization by the Engineer;
• Control groundwater to prevent softening of bottoms of excavations, or formation of “quick”
conditions or “boils”;
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24. Special Provisions 43
• Design and operate dewatering system that will not remove natural soils;
• Keep excavations free of water during excavation, construction of structures, installation of
pipelines, placing of structures, backfill, and placing and curing of concrete; and
• Control surface water runoff to prevent entry and collection in excavations.
As construction progresses and unexpected or seasonal conditions dictate, the Contractor shall
anticipate that more water pollution/erosion control measures will be necessary. It shall be the
obligation and responsibility of the Contractor to revise or supplement the pollution/erosion control
measures as may be needed to protect the work, adjacent properties, storm drains, streams, and other
water bodies.
At all times, there must be material on the job site to handle any spills caused by the Contractor, such
as tack, oils, diesel, etc. Materials would include, but not be limited to, oil absorbent pads and “kitty
litter.” The Contractor must supply said materials at his expense and, in the event of a spill, be
responsible for cleanup and disposal of contaminated materials.
In addition, the SWPPP shall outline the procedures to be used to prevent high pH stormwater or
dewatering water from entering surface waters. The plan shall include how the pH of the water will
be maintained between pH 6.5 and pH 8.5 prior to being discharged from the project or entering
surface waters. Prior to beginning any concrete or grinding work, the Contractor shall submit the plan,
for the Engineer’s review and approval.
An Ecology template is available to the Contractor for producing the SWPPP, using project- specific
information added by the Contractor. The template and instructions are available at:
http://www.ecy.wa.gov/programs/wq/stormwater/construction.
The Engineer’s review and any resulting approval of the Contractor’s SWPPP and TESCP will be only
regarding conformance with the specification requirement that the Contractor have the plans
prepared by a CPESC or professional Civil Engineer who has expertise in the type of facilities and that
the SWPPP and TESCP include the items specified for such plans. The Contractor shall be solely
responsible for the adequacy of the SWPPP and TESCP and if erosion sediment, and other pollutant
control measures in deviation or addition to those described in the SWPPP become necessary to
minimize erosion and prevent storm water contamination from sediment and other pollutants, the
Contractor shall prepare and submit a revised SWPPP to the Engineer for review as specified for the
original plan.
The Owner will not be liable to the Contractor for failure to accept all or any portion of an originally
submitted or revised SWPPP, nor for any delays to the Work due to the Contractor’s failure to submit
and implement an acceptable SWPPP.
1-07.16 Protection and Restoration of Property
1-07.16(1) Private/Public Property
Section 1-07.16(1) is supplemented by adding the following:
(******)
The Contracting Agency will obtain all easements and franchises required for the project. The
Contractor shall limit his operation to the areas obtained and shall not trespass on private property.
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24. Special Provisions 44
The Contracting Agency may provide certain lands, as indicated in connection with the Work under
the Contract together with the right of access to such lands. The Contractor shall not unreasonably
encumber the premises with his equipment or materials.
The Contractor shall provide, with no liability to the Contracting Agency, any additional land and access
thereto not shown or described that may be required for temporary construction facilities or storage
of materials. He shall construct all access roads, detour roads, or other temporary Work as required
by his operations. The Contractor shall confine his equipment, storage of material, and operation of
his workers to those areas shown and described and such additional areas as he may provide.
A. General. All construction Work under this contract on easements, right-of-way, over private
property or franchise, shall be confined to the limits of such easements, right-of-way or franchise. All
Work shall be accomplished so as to cause the least amount of disturbance and a minimum amount
of damage. The Contractor shall schedule his Work so that trenches across easements shall not be
left open during weekends or holidays and trenches shall not be open for more than 48 hours.
B. Structures. The Contractor shall remove such existing structures as may be necessary for
the performance of the Work and, if required, shall rebuild the structures thus removed in as good a
condition as found. He shall also repair all existing structures that may be damaged as a result of the
Work under this contract.
C. Easements, cultivated areas and other surface improvements. All cultivated areas, either
agricultural or lawns, and other surface improvements which are damaged by actions of the
Contractor shall be restored as nearly as possible to their original condition.
Prior to excavation on an easement or private right-of-way, the Contractor shall strip topsoil from the
trench or construction area and stockpile it in such a manner that it may be replaced by him, upon
completion of construction. Ornamental trees and shrubbery shall be carefully removed with the
earth surrounding their roots wrapped in burlap and replanted in their original positions within 48
hours.
All shrubbery or trees destroyed or damaged, shall be replaced by the Contractor with material of
equal quality at no additional cost to the Contracting Agency. In the event that it is necessary to trench
through any lawn area, the sod shall be carefully cut and rolled and replaced after the trenches have
been backfilled. The lawn area shall be cleaned by sweeping or other means, of all earth and debris.
The Contractor shall use rubber wheel equipment similar to the small tractor-type backhoes used by
side sewer contractors for all Work, including excavation and backfill, on easements or rights-of-way,
which have lawn areas. All fences, markers, mailboxes, or other temporary obstacles shall be removed
by the Contractor and immediately replace, after the trench is backfilled, in their original position. The
Contractor shall notify the Contracting Agency and Property Owner at least 24 hours in advance of any
Work done on easements or rights-of-way.
Damage to existing structures outside of easement areas that may result from dewatering and/or
other construction activity under this contract shall be restored to their original condition or better.
The original condition shall be established by photographs taken and/or inspection made prior to
construction. All such Work shall be done to the satisfaction of the Property Owners and the
Contracting Agency at the expense of the Contractor.
D. Streets. The Contractor will assume all responsibility of restoration of the surface of all
streets (traveled ways) used by him if damaged.
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24. Special Provisions 45
In the event the Contractor does not have labor or material immediately available to make necessary
repairs, the Contractor shall so inform the Contracting Agency. The Contracting Agency will make the
necessary repairs and the cost of such repairs shall be paid by the Contractor.
The Contractor is responsible for identifying and documenting any damage that is pre-existing or
caused by others. Restoration of excavation in City streets shall be done in accordance with the City of
Renton Trench Restoration Requirements, which is available at the Public Works Department
Customer Services counter on the 6th floor, Renton City Hall, 1055 South Grady Way.
1-07.17 Utilities and Similar Facilities
Section 1-07.17 is supplemented by adding:
(******)
Existing utilities indicated in the Plans have been plotted from the best information available to the
Engineer. Information and data shown or indicated in the Contract Documents with respect to existing
underground utilities or services at or contiguous to the project site are based on information and
data furnished to the Owner and the Engineer by owners of such underground facilities or others, and
the Owner and the Engineer do not assume responsibility for the accuracy or completeness thereof.
It is to be understood that other aboveground or underground facilities not shown in the Plans may
be encountered during the course of the Work.
All utility valves, manholes, vaults, or pull boxes which are buried shall be conspicuously marked in a
fashion acceptable to the Owner and the Engineer by the Contractor to allow their location to be
determined by the Engineer or utility personnel under adverse conditions, (inclement weather or
darkness).
Where underground main distribution conduits, such as water, gas, sewer, electric power, or
telephone, are shown on the Plans, the Contractor, for the purpose of preparing his bid, shall assume
that every property parcel will be served by a service connection for each type of utility.
The Contractor shall check with the utility companies concerning any possible conflict prior to
commencing excavation in any area. The Contractor shall resolve all crossing and clearance problems
with the utility company concerned. No excavation shall begin until all known facilities, in the vicinity
of the excavation area, have been located and marked.
In addition to the Contractor having all utilities field marked before starting Work, the Contractor shall
have all utilities field marked after they are relocated in conjunction with this project.
Call Before You Dig
The 48-Hour Locators
1-800-424-5555
At least 2 and not more than 10 working days prior to commencing any excavations for utility potholing
or for any other purpose under this Contract, the Contractor shall notify the Underground Utilities
Location Center by telephone of the planned excavation and progress schedule. The Contractor is also
warned that there may be utilities on the project that are not part of the One Call system. They must
be contacted directly by the Contractor for locations.
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24. Special Provisions 46
The Contractor shall make arrangements 48 hours in advance with respective utility owners to have a
representative present when their utility is exposed or modified, if the utility chooses to do so.
Existing utilities for telephone, power, gas, water, and television cable facilities shall be adjusted or
relocated by the appropriate utility company unless otherwise noted in the Plans. These adjustments
may be completed before the Contractor begins Work, or may be performed in conjunction with the
Contract Work. The Contractor shall be entirely responsible for coordination with the utility
companies and arranging for the movement or adjustment, either temporary or permanent, of their
facilities within the project limits. See also Section 1-05.14 of these Special Provisions.
If or when utility conflicts occur, the Contractor shall continue the construction process on other
aspects of the project whenever possible. No additional compensation will be made to the Contractor
for reason of delay caused by the actions of any utility company, and the Contractor shall consider
such costs to be incidental to the other items of the Contract.
Utility Potholing
Potholing may be included as a bid item for use in determining the location of existing utilities in
advance of the Contractor's operations. If potholing is not included as a bid item then it shall be
considered incidental to other Work. The Contractor shall submit all potholing requests to the
Engineer for approval, at least 2 working days before potholing is scheduled. Additionally, the
Contractor shall provide potholing at the Engineer's request.
In no way shall the Work described under Utility Potholing relieve the Contractor of any of the
responsibilities described in Section 1-07.17 of the Standard Specifications and Special Provisions, and
elsewhere in the Contract Documents.
Potholing shall include excavation and backfilling of the existing utility, identification of the pipe or line
size, material type and condition and the survey work to locate the facility horizontally and vertically.
Survey information to be obtained shall include station and offset to center of utility and elevation at
top of utility. Stations, offsets and elevations shall be to the nearest 0.1 foot unless greater accuracy
is required. Potholes shall be backfilled with CSBC compacted to 95%, or with CDF, as directed by the
Engineer. In areas subject to public traffic, the HMA patch shall match the depth of the surrounding
pavement.
1-07.17(3) Site Specific Potholing
Section 1-07.17(3) is a new section:
(******)
Site Specific Potholing is intended to be additional potholing as directed by the Engineer, which is in
addition to potholing included as incidental for utility installation. Where underground utilities are
found to be in the way of construction, such condition shall not be deemed to be a changed or differing
site condition, and if necessary, pipe alignment or grade shall be modified. No payment will be made
unless potholing has been performed prior to trench excavation, and witnessed by the Engineer.
Different utilities may be found to occupy a common trench. Any two or more utilities separated by 3
feet or less shall constitute one locate. Where multiple utilities exist in close proximity, the Contractor
shall be paid for one locate for every 5 feet of exploration trench. The quantity for this item is included
to provide a common proposal for bid purposes. The actual quantity used in construction may vary
from that amount. The unit price will not be adjusted if the actual quantity used varies by more than
25 percent.
The contractor shall perform for this potholing a minimum of five working days prior to crossing to
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24. Special Provisions 47
allow for potential revisions. The contractor shall not have cause for claim of down-time or any other
additional costs associated with ‘waiting’ if the owner provides design revisions (related to the
information supplied per this section) within three working days after the contractor provides the
surveyed elevations.
In no way shall the Work described under Site Specific Potholing relieve the Contractor of any of the
responsibilities described in Section 1-07.17 of the Standard Specifications and Special Provisions, and
elsewhere in the Contract Documents.
1-07.17(4) Interruption of Services
Section 1-07.17(4) is a new section:
(******)
Whenever in the course of the construction operation it becomes necessary to cause an outage of
utilities, it shall be the Contractor's responsibility to notify the affected users and the Engineer not less
than 48 hours in advance of such outage. The Contractor shall make reasonable effort to minimize
the duration of outages, and shall estimate the length of time service will be interrupted and so notify
the users. In the case of any utility outage that has exceeded or will exceed four hours, user contact
shall again be made. Temporary service, if needed, will be arranged by the Contractor at no cost to
the Owner.
Overhead lighting outages shall not exceed 24 hours. All cost to the Contractor for providing
temporary overhead lighting to meet above requirements shall be incidental to the various unit and
Lump sum items of the Contract; no separate payment will be made.
1-07.17(5) Resolution of Utility Conflicts
Section 1-07.17(5) is a new section:
(******)
In no way shall the work described under Resolution of Utility Conflicts relieve Contractor of any of
the responsibilities described in Section 1-07.17 of the Standard Specifications and Special Provisions,
and elsewhere in the Contract Documents. If or when utility conflicts occur, Contractor shall continue
the construction process on other aspects of the project whenever possible.
In the event that a conflict arises between the proposed improvements and an existing utility, the
Resolution of Utility Conflicts item will compensate the Contractor for standby time and additional
work in the following manner:
1. Standby time resulting from existing utility conflicts
a) Standby time is defined as time the Contractor is unable to proceed with progression of a
specific work item (i.e. storm drainage, underground utility installation etc.) due to conflicts
with existing facilities. However, payment for standby time shall be limited to:
(1) For each agreed upon conflict, a maximum of four (4) hours of standby time will be paid
for actual delay of labor and equipment due to a utility conflict. The Contractor shall be
responsible to adjust his work schedule and/or reassign his work forces and equipment
to other areas of work to minimize standby time.
(2) If the conflict is resolved within one (1) hour of notification to the Engineer, no standby
time will be paid.
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24. Special Provisions 48
2. Additional work required to resolve utility conflicts will be paid for at the bid unit prices for the
associated work. Work that can be measured and paid for at the unit contract prices shall not be
identified as force account work. This work includes but is not limited to:
(1) Storm drainage manhole, pipe, vault, and conduit realignments of line and/or grade for
the storm drain, undergrounding of overhead utilities, illumination, and signal, to avoid
existing utility conflicts.
(2) Additional storm drainage manholes, pipe, vaults, and conduit required by a change in
alignment, and/or grade, not exceeding the limits set in section 1-04.4 of the Standard
Specifications.
If “Resolution of utility conflicts” is included as a bid item in Section 1-09.14, it shall be used to resolve
any new identified utility conflicts not otherwise shown on the Contract Drawing or Specifications that
are identified during the course of construction.
1-07.18 Public Liability and Property Damage Insurance
Section 1-07.18 is replaced by the following new section and subsections:
(******)
1-07.18(1) General
The Contractor shall obtain and maintain in full force and effect, from the Contract Execution Date to
the Completion Date, public liability and property damage insurance with an insurance company(ies)
or through sources approved by the State Insurance Commissioner pursuant to RCW 48.
The Contractor shall not begin work under the Contract until the required insurance has been obtained
and approved by the Contracting Agency. Insurance shall provide coverage to the Contractor, all
subcontractors, Contracting Agency and the Contracting Agency's consultant. The coverage shall
protect against claims for bodily injuries, personal injuries, including accidental death, as well as claims
for property damages which may arise from any act or omission of the Contractor or the subcontractor,
or by anyone directly or indirectly employed by either of them.
If warranted work is required the Contractor shall provide the City proof that insurance coverage and
limits established under the term of the Contract for work are in full force and effect during the period
of warranty work.
The Contracting Agency may request a copy of the actual declaration pages(s) for each insurance policy
effecting coverage(s) required on the Contract prior to the date work commences.
Failure of the Contractor to fully comply during the term of the Contract with the requirements
described herein will be considered a material breach of contract and shall be caused for immediate
termination of the Contract at the option of the Contracting Agency.
All costs for insurance shall be incidental to and included in the unit or Lump Sum prices of the contract
and no additional payment will be made.
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24. Special Provisions 49
1-07.18(2) Coverages
All coverage provided by the Contractor shall be in a form and underwritten by a company acceptable
to the Contracting Agency. The City requires that all insurers:
1. Be licensed to do business within the State of Washington.
2. Coverage to be on an "occurrence" basis (Professional Liability and Pollution coverage
are acceptable when written on a claims-made basis). The City may also require proof
of professional liability coverage be provided for up to two (2) years after the
completion of the project.
3. The City may request a copy of the actual declaration page(s) for each insurance policy
affecting coverage(s) required by the Contract prior to the date work commences.
4. Possess a minimum A.M. best rating of AVII (A rating of A XII or better is preferred.) If
any insurance carrier possesses a rating of less than AVII, the City may make an
exception.
The City reserves the right to approve the security of the insurance coverage provided by the
insurance company(ies), terms, conditions, and the Certificate of Insurance.
Failure of the Contractor to fully comply during the term of the Contract with these requirements
will be considered a material breach of contract and shall be cause for immediate termination of
the contract at the option of the City.
The Contractor shall obtain and maintain the minimum insurance coverage set forth below. By
requiring such minimum insurance, the City of Renton shall not be deemed or construed to have
assessed the risks that may be applicable to the Contractor. The Contractor shall assess its own
risks and if it deems appropriate and/or prudent, maintain higher limits and/or broader coverage.
Coverage shall include:
A. Commercial General Liability - ISO 1993 Form or equivalent. Coverage will be written
on an occurrence basis and include:
• Premises and Operations (including CG2503; General Aggregate to apply per
project, if applicable)
• Explosion, Collapse, and Underground Hazards.
• Products/Completed Operations
• Contractual Liability (including Amendatory Endorsement CG 0043 or
equivalent which includes defense coverage assumed under contract)
• Broad Form Property Damage
• Independent Contractors
• Personal/Advertising Injury
• Stop Gap Liability
B. Automobile Liability including all
• Owned Vehicles
• Non-Owned Vehicles
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24. Special Provisions 50
• Hired Vehicles
C. Workers' Compensation
• Statutory Benefits (Coverage A) - Show Washington Labor & Industries
Number
D. Umbrella Liability (when necessary)
• Excess of Commercial General Liability and Automobile Liability. Coverage
should be as broad as primary.
E. Professional Liability - (whenever the work under this Contract includes Professional
Liability, including Advertising activities) the (CONTRACTOR) shall maintain professional
liability covering wrongful acts, errors and/or omissions of the (CONTRACTOR) for
damage sustained by reason of or in the course of operations under this Contract.
F. Pollution Liability - the City may require this coverage whenever work under this
Contract involves pollution risk to the environment. This coverage is to include sudden
and gradual coverage for third party liability including defense costs and completed
operations.
Contractor shall name City of Renton, and its officers, officials, agents, employees and volunteers
as Additional Insured (ISO Form CG 2010 or equivalent). The Contractor shall provide City of
Renton Certificates of Insurance prior to commencement of work. The City reserves the right to
request copies of insurance policies, if at their sole discretion it is deemed appropriate. Further,
all policies of insurance described above shall:
A. Be on a primary basis not contributory with any other insurance coverage and/or self-
insurance carried by City of Renton.
B. Include a Waiver of Subrogation Clause.
C. Severability of Interest Clause (Cross Liability)
D. The Contractor shall provide the Contracting Agency and all Additional Insured’s with
written notice of any policy cancellation, within two business days of their receipt of
such notice.
E. Failure on the part of the Contractor to maintain the insurance as required shall
constitute a material breach of contract, upon which the Contracting Agency may, after
giving five 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.
(******)
Supplement this section with the following:
Third-Party Beneficiary: All parties agree that the State of Washington shall be, and is hereby, named
as an express third-party beneficiary of this Contract, with full rights as such.
1-07.18(3) Limits
LIMITS REQUIRED
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24. Special Provisions 51
Providing coverage in these stated amounts shall not be construed to relieve the Contractor from
liability in excess of such limits. The Contractor shall carry the following limits of liability as required
below:
Commercial General Liability
General Aggregate* $2,000,000 **
Products/Completed Operations Aggregate $2,000,000 **
Each Occurrence Limit $1,000,000
Personal/Advertising Injury $1,000,000
Fire Damage (Any One Fire) $50,000
Medical Payments (Any One Person) $5,000
Stop Gap Liability $1,000,000
* General Aggregate to apply per project
(ISO Form CG2503 or equivalent)
**Amount may vary based on project risk
Automobile Liability
Bodily Injury/Property Damage $1,000,000
(Each Accident)
Workers' Compensation
Statutory Benefits - Coverage A Variable
(Show Washington Labor and Industries Number)
Umbrella Liability
Each Occurrence Limit $1,000,000
General Aggregate Limit $1,000,000
Products/Completed Operations Aggregate $1,000,000
Professional Liability (If required)
Each Occurrence/ Incident/Claim $1,000,000
Aggregate $2,000,000
Pollution Liability (If required) to apply on a per project
basis
Per Loss $1,000,000
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Aggregate $1,000,000
The City may require the Contractor to keep professional liability coverage in effect for up to two (2)
years after completion of the project.
The Contractor shall promptly advise the CITY OF RENTON in the event any general aggregates are
reduced for any reason, and shall reinstate the aggregate at the Contractor’s expense to comply with
the minimum limits and requirements as stated above and shall furnish to the CITY OF RENTON a new
certificate of insurance showing such coverage is in force.
1-07.18(4) Evidence of Insurance:
Within 20 days of award of the Contract, the Contractor shall provide evidence of insurance by
submitting to the Contracting Agency the Certificate of Insurance (ACORD Form 25s or equivalent)
conforming to items as specified in Sections 1-07.18(1), 1-07.18(2), and 1-07.18(3) as revised above.
Other requirements are as follows:
A. Strike the following or similar wording: "This Certificate is issued as a matter of
information only and confers no rights upon the Certificate Holder".
B. Strike the wording regarding cancellation notification to the City: "Failure to mail
such notice shall impose no obligation or liability of any kind upon the company,
its agents or representatives".
C. Amend the cancellation clause to state: "Should any of the above described
policies be cancelled before the expiration date thereof, notice will be delivered
in accordance with the policy provisions."
For Professional Liability coverage only, instead of the cancellation language specified above, the
City will accept a written agreement that the consultant's broker will provide the required
notification.
1-07.22 Use of Explosives
Section 1-07.22 is supplemented by the following:
(******)
Explosives shall not be used without specific authority of the Engineer, and then only under such
restrictions as may be required by the proper authorities. Explosives shall be handled and used in strict
compliance with WAC 296-52 and such local laws, rules and regulations that may apply. The individual
in charge of the blasting shall have a current Washington State Blaster Users License.
The Contractor shall obtain, comply with, and pay for such permits and costs as are necessary in
conjunction with blasting operations.
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1-07.23 Public Convenience and Safety
1-07.23(1) Construction Under Traffic
Revise the second paragraph to read:
(******)
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, driveways, and paths within the project limits, keeping them open, and in good, clean, safe
condition at all times. Deficiencies caused by the Contractor’s operations shall be repaired at the
Contractor’s expense. Deficiencies not caused by the Contractor’s operations shall be repaired by the
Contractor when directed by the Engineer, at the Contracting Agency’s expense. The Contractor shall
also maintain roads, streets, sidewalks, driveways, 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 route 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.
Section 1-07.23(1) is supplemented by adding the following:
(******)
The Contractor shall be responsible for controlling dust and mud within the project limits and on any
street, which is utilized by his equipment for the duration of the project. The Contractor shall be
prepared to use watering trucks, power sweepers, and other pieces of equipment as deemed
necessary by the Engineer, to avoid creating a nuisance.
Dust and mud control shall be considered as incidental to the project and no compensation will be
made for this section.
Complaints of dust, mud, or unsafe practices and/or property damage to private ownership will be
transmitted to the Contractor and prompt action in correcting them will be required by the Contractor.
The Contractor shall maintain the roads during construction in a suitable condition to minimize affects
to vehicular and pedestrian traffic. All cost to maintain the roads shall be borne by the Contractor.
At least one-way traffic shall be maintained on all cross-streets within the project limits during working
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24. Special Provisions 54
hours. One lane shall be provided in each direction for all streets during non-working hours.
The Contractor shall provide one drivable roadway lane and maintain convenient access for local and
commuter traffic to driveways, businesses, and buildings along the line of Work throughout the course
of the project. Such access shall be maintained as near as possible to that which existed prior to the
commencement of construction. This restriction shall not apply to the paving portion of the
construction process.
The Contractor shall notify and coordinate with all property owners and tenants of street closures, or
other restrictions which may interfere with their access at least 24 hours in advance for single-family
residential property, and at least 48 hours in advance for apartments, offices, and commercial
property. The Contractor shall give a copy of all notices to the Engineer.
When the abutting owners’ access across the right-of-way line is to be eliminated and replaced under
the Contract by other access, the existing access shall not be closed until the replacement access
facility is available.
All unattended excavations shall be properly barricaded and covered at all times. The Contractor shall
not open any trenches that cannot be completed and refilled that same day. Trenches shall be patched
or covered by a temporary steel plate, at the Contractor’s expense, except in areas where the roadway
remains closed to public traffic. Steel plates must be anchored.
1-07.23(2) Construction and Maintenance of Detours
(******)
Revise the first paragraph to read:
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, driveway, or path during construction,
2. Detour crossings of intersecting highway, and
3. Temporary approaches.
1-07.24 Rights-of-Way
Delete this section in its entirety, and replace it with the following:
(******)
Street right-of-way lines, limits of easements, and limits of construction permits are indicated on the
Drawings. The Contractor’s construction activities shall be confined within these limits unless
arrangements for use of private property are made.
Generally, the Contracting Agency will have obtained, prior to bid opening, all rights-of-way and
easements, both permanent and temporary, necessary for carrying out the completion of the Work.
Exceptions to this are noted in the Contract Documents or brought to the Contractor’s attention by a
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24. Special Provisions 55
duly issued addendum.
Whenever any of the Work is accomplished on or through property other than public right-of-way, the
Contractor shall meet and fulfill all covenants and stipulations of any easement agreement obtained
by the Contracting Agency from the owner of the private property. Copies of the easement
agreements are included in the Contract Provisions or made available to the Contractor as soon as
practical after they have been obtained by the Engineer.
Whenever easements or rights-of-entry have not been acquired prior to advertising, these areas are
so noted on the Drawings. The Contractor shall not proceed with any portion of the Work in areas
where right-of-way, easements, or rights-of-entry have not been acquired until the Engineer certifies
to the Contractor that the right-of-way or easement is available or that the right-of-entry had been
received. If the Contractor is delayed due to acts of omission on the part of the Contracting Agency in
obtaining easements, rights of entry of right-of-way, the Contractor will be entitled to an extension of
time. The Contractor agrees that such delay shall not be a breach of contract.
Each property owner shall be given 48 hours notice prior to entry by the Contactor. This includes entry
onto easements and private property where private improvements must be adjusted.
The Contractor shall be responsible for providing, without expense or liability of the Contracting
Agency, any additional land and access thereto that the Contractor may desire for temporary
construction facilities, storage of materials, or other Contractor needs. However, before using any
private property, whether adjoining the Work or not, the Contractor shall file with the Engineer a
written permission of the private property owner, and, upon vacating the premises, a written release
from the property owner of each property disturbed or otherwise interfered with by reasons of
construction pursued under this Contract. The statement shall be signed by the private property
owner, or proper authority acting for the owner of the private property affected, stating that
permission has been granted to use the property and all necessary permits have been obtained or, in
the case of a release, that the restoration of the property has been satisfactorily accomplished. The
statement shall include the parcel number, address and date of signature. Written releases must be
filed with the Engineer before the Completion Date will be established.
1-07.28 Confined Space Entry
Section 1-07.28 is new:
The Contractor shall:
1. Review and be familiar with the City’s Public Works Confined Space Entry Program.
2. Review documented information about the City confined spaces in which entry is intended as
listed and described in the City’s Attribute and Map Book. This information includes identified
hazards for each permit-required confined space.
3. Each contractor shall have their own confined space entry program. Upon request of the City
they will provide a statement confirming they are in compliance with their confined space
entry program including requirements for confined space training for employees associated
with the project in Renton.
4. Be responsible for following all confined space requirements established by the provisions in
WAC 296-809 and its chapters.
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24. Special Provisions 56
5. Coordinate entry operations with the City of Renton when employees from the contractor will
be working in or near City confined spaces.
6. Discuss entry operations with the City of Renton including the program followed during
confined space entry.
7. Debrief the City on any hazards confronted or created at the completion of entry operations.
8. Place signs stating, “Danger, Follow Confined Space Entry Procedure before Entering” at each
confined space to be entered. Never leave the confined space open and unattended.
The contractor’s or consultant’s point of contact with the City in regard to confined space entry will be
the City’s assigned construction inspector.
1-08 PROSECUTION AND PROGRESS
1-08.0 Preliminary Matters
Section 1-08.0 is a new section with subsection:
(******)
1-08.0(1) Preconstruction Conference
Section 1-08.0(1) is a new subsection:
(******)
The Engineer will furnish the Contractor with copies of the Contract Documents per Section 1-02.2
“Plans and Specifications”. Additional documents may be furnished upon request at the cost of
reproduction. Prior to undertaking each part of the Work the Contractor shall carefully study and
compare the Contract Documents, and check and verify pertinent figures shown therein and all
applicable field measurements. The Contractor shall promptly report in writing to the Engineer any
conflict, error or discrepancy, which the Contractor may discover.
After the Contract has been executed, but prior to the Contractor beginning the Work, a
preconstruction conference will be held between the Contractor, the Engineer and such other
interested parties as may be invited.
The Contractor shall prepare and submit at the preconstruction meeting:
➔ Contractor's plan of operation and progress schedule (3+ copies)
➔ Approval of qualified subcontractors (bring list of subcontractors if different from list
submitted with bid)
➔ List of materials fabricated or manufactured off the project
➔ Material sources on the project
➔ Names of principal suppliers
➔ Detailed equipment list, including “Rental Rate Blue Book” hourly costs (both working
and standby rates)
➔ Weighted wage rates for all employee classifications anticipated to be used on Project
➔ Cost percentage breakdown for lump sum bid item(s)
➔ Shop Drawings (bring preliminary list)
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➔ Traffic Control Plans (3+ copies)
➔ Temporary Water Pollution/Erosion Control Plan
In addition, the Contractor shall be prepared to address:
Bonds and insurance
Project meetings – schedule and responsibilities
Provision for inspection for materials from outside sources
Responsibility for locating utilities
Responsibility for damage
Time schedule for relocations, if by other than the Contractor
Compliance with Contract Documents
Acceptance and approval of Work
Labor compliance, payrolls, and certifications
Safety regulations for the Contractors’ and the Owner's employees and representatives
Suspension of Work, time extensions
Change order procedures
Progress estimates, procedures for payment
Special requirements of funding agencies
Construction engineering, advance notice of special Work
Any interpretation of the Contract Documents requested by the Contractor
Any conflicts or omissions in Contract Documents
Any other problems or questions concerning the Work
Processing and administration of public complaints
Easements and rights-of-entry
Other contracts
The franchise utilities may be present at the preconstruction conference, and the Contractor should
be prepared for their review and discussion of progress schedule and coordination.
1-08.0(2) Hours of Work
Section 1-08.0(2) is a new subsection:
(******)
Except in the case of emergency or unless otherwise approved by the Contracting Agency, the normal
straight time working hours for the Contract shall be any consecutive 8-hour period between 7:00 a.m.
and 5:00 p.m. of a working day with a maximum 1-hour lunch break and a 5-day Work week. The
normal straight time 8-hour working period for the Contract shall be established at the
preconstruction conference or prior to the Contractor commencing the Work.
If a Contractor desires to perform Work on holidays, Saturdays, Sundays, or before 7:00 a.m. or after
5:00 p.m. on any day, the Contractor shall apply in writing to the Engineer for permission to Work such
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times. Permission to Work longer than an 8-hour period between 7:00 a.m. and 5:00 p.m. is required.
Such requests shall be submitted to the Engineer no later than noon on the working day prior to the
day for which the Contractor is requesting permission to Work.
Permission to Work between the hours of 10:00 p.m. and 7:00 a.m. during weekdays and between the
hours of 10:00 p.m. and 7:00 a.m. on weekends or holidays may also be subject to noise control
requirements. Approval to continue Work during these hours may be revoked at any time the
Contractor exceeds the Contracting Agency’s noise control regulations or complaints are received from
the public or adjoining property owners regarding the noise from the Contractor’s operations. The
Contractor shall have no claim for damages or delays should such permission be revoked for these
reasons.
Permission to Work Saturdays, Sundays, holidays or other than the agreed upon normal straight time
working hours Monday through Friday may be given subject to certain other conditions set forth by
the Contracting Agency or the Engineer. These conditions may include but are not limited to: requiring
the Engineer or such assistants as the Engineer may deem necessary to be present during the Work;
requiring the Contractor to reimburse the Contracting Agency for the cost of engineering salaries paid
Contracting Agency employees who worked during such times; considering the Work performed on
Saturdays, Sundays, and holidays as working days with regards to the Contract Time; and considering
multiple Work shifts as multiple working days with respect to Contract Time even though the multiple
shifts occur in a single 24-hour period. Assistants may include, but are not limited to, survey crews;
personnel from the material testing labs; inspectors; and other Contracting Agency employees when
in the opinion of the Engineer such Work necessitates their presence.
1-08.0(3) Reimbursement for Overtime Work of Contracting Agency Employees
Section 1-08.0(3) is a new subsection:
(******)
Where the Contractor elects to Work on a Saturday, Sunday, holiday, or longer than an 8-hour Work
shift on a regular working day, as defined in the Standard Specifications, such Work shall be considered
as overtime Work. On all such overtime Work an inspector will be present, and a survey crew may be
required at the discretion of the Engineer. The Contractor shall reimburse the Contracting Agency for
the full amount of the straight time plus overtime costs for employees and representative(s) of the
Contracting Agency required to work overtime hours.
The Contractor by these Specifications does hereby authorize the Engineer to deduct such costs from
the amount due or to become due the Contractor.
1-08.1 Subcontracting
Revise the second paragraph to read:
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 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. The Contractor shall require each subcontractor
of every tier to meet the responsibility criteria stated in RCW 39.06, and shall include these
requirements in every subcontract of every tier.
Section 1-08.1 is supplemented as follows:
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(******)
Written requests for change in subcontractors shall be submitted by the Contractor to the Engineer at
least 7 calendar days prior to start of a subcontractor's Work.
The Contractor agrees that he/she is fully responsible to the Owner for the acts and omissions of all
subcontractors and lower-tier subcontractors, and persons either directly or indirectly employed by
the subcontractors, as well as for the acts and omissions of persons directly employed by the
Contractor. The Contractor shall be required to give personal attention to the Work that is sublet.
Nothing contained in the Contract Documents shall create any contractual relation between any
subcontractor and the Owner.
The Contractor shall be responsible for making sure all subcontractors submit all required
documentation, forms, etc.
1-08.2 Assignment
The second paragraph of Section 1-08.2 is modified as follows:
(******)
The Contractor shall not assign any moneys due or to become due to the Contractor hereunder
without the prior written consent of the Owner. The assignment, if approved, shall be subject to all
setoffs, withholdings, and deductions required by law and the Contract.
1-08.3 Progress Schedule
Section 1-08.3 is supplemented as follows:
(******)
The progress schedule for the entire project shall be submitted 7 calendar days prior to the
Preconstruction Conference. The schedule shall be prepared using the critical path method (CPM),
preferably using Microsoft Project or equivalent software. The schedule shall contain this information,
at a minimum:
1. Construction activities, in sufficient detail that all activities necessary to construct a complete
and functional project are considered. Any activity that has a scheduled duration exceeding
30 calendar days shall be subdivided until no sub-element has a duration exceeding 30
calendar days.
2. The schedule shall clearly indicate the activities that comprise the critical path. For each
activity not on the critical path, the schedule shall show the float, or slack, time.
3. Procurement of material and equipment.
4. Submittals requiring review by the Engineer. Submittal by the Contractor and review by the
Engineer shall be shown as separate activities.
5. Work to be performed by a subcontractor, agent, or any third party.
6. Allowances for delays that could result from normal inclement weather (time extensions due
to inclement weather will not be allowed).
7. Allowances for the time required by utilities (Owner’s and others) to locate, monitor, and
adjust their facilities as required.
The Engineer may request the Contractor to alter the progress schedule when deemed necessary in
the opinion of the Engineer, in the interest of public safety and welfare of the Owner, or for
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coordination with any other activity of other contractors, the availability of all or portions of the job
site, or special provisions of this Contract, or to reasonably meet the completion date of the project.
The Contractor shall provide such revised schedule within 10 days of request.
If, at any time, in the opinion of the Engineer, the progress of construction falls significantly behind
schedule, the Contractor may be required to submit a plan for regaining progress and a revised
schedule indicating how the remaining Work items will be completed within the authorized contract
time.
The Contractor shall promptly report to the Engineer any conditions that the Contractor feels will
require revision of the schedule and shall promptly submit proposed revisions in the progress schedule
for acceptance by the Engineer. When such changes are accepted by the Engineer, the revised
schedule shall be followed by the Contractor.
Weekly Schedule. The Contractor shall submit a weekly progress schedule to the Engineer which sets
forth specific Work to be performed the following week, and a tentative schedule for the second week.
Failure to Maintain Progress Schedule. The Engineer will check actual progress of the Work against
the progress schedule a minimum of two times per month. Failure, without just cause, to maintain
progress in accordance with the approved schedule shall constitute a breach of Contract. If, through
no fault of the Contractor, the proposed construction schedule cannot be met, the Engineer will
require the Contractor to submit a revised schedule to the Engineer for acceptance. The approved
revisions will thereafter, in all respects, apply in lieu of the original schedule.
Failure of the Contractor to follow the progress schedule submitted and accepted, including revisions
thereof, shall relieve the Owner of any and all responsibility for furnishing and making available all or
any portion of the job site, and will relieve the Owner of any responsibility for delays to the Contractor
in the performance of the Work.
The cost of preparing the progress schedule, any supplementary progress schedules, and weekly
schedules shall be considered incidental to the Contract and no other compensation shall be made.
1-08.4 Prosecution of the Work
Section 1-08.4 is replaced with the following:
(******)
Notice to Proceed will be given after the contract has been executed and the contract bond and
evidence of insurance have been approved and filed by the Contracting Agency. The Contractor shall
not commence with the work until the Notice to Proceed has been given by the Engineer. Work on
site shall not commence until the Contracting Agency has received the Contractor’s COVID-19 Health
and Safety Plan (CHSP). The Contractor shall commence construction activities on the project site
within ten days of the Notice to Proceed Date, 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
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traffic control devices in accordance with 1-10.1(2). Upon construction of the fencing, the Contractor
shall request the Engineer to inspect the fence. No other work shall be performed on the site until the
Contracting Agency has accepted the installation of high visibility fencing, as described in the Contract.
Following acceptance of high visibility fencing Contractor shall install fencing to limit access, COVID-
19 sampling and testing stations, and all other onsite control measures identified in the CHSP and the
Governor’s Phase 1 Construction Restart COVID-19 Job Site Requirements.
1-08.5 Time For Completion
The first five paragraphs of Section 1-08.5 are deleted and replaced with the following:
(******)
The Work shall be physically completed in its entirety within the time specified in the Contract
Documents or as extended by the Engineer. The Contract Time will be stated in “working days”, shall
begin on the Notice To Proceed date, or the date identified in the Notice to Proceed as “the first
working day”, and shall end on the Contract Completion date.
A non-working day is defined as a Saturday, a Sunday, a day on which the Contract specifically suspends
Work, or one of these holidays: January 1, third Monday of January, Memorial Day, July 4, Labor Day,
November 11, Thanksgiving Day, the day after Thanksgiving, and Christmas Day. The day before
Christmas shall be a holiday when Christmas Day occurs on a Tuesday or Friday. The day after
Christmas shall be a holiday when Christmas Day occurs on a Monday, Wednesday, or Thursday. When
Christmas Day occurs on a Saturday, the two preceding working days shall be observed as holidays.
When Christmas day occurs on a Sunday, the two working days following shall be observed as holidays.
When holidays other than Christmas fall on a Saturday, the preceding Friday will be counted as a non-
working day and when they fall on a Sunday the following Monday will be counted as a non-working
day. The Contract Time has been established to allow for periods of normal inclement weather that,
from historical records, is to be expected during the Contract Time, and during which periods, Work is
anticipated to be performed. Each successive working day, beginning with the Notice to Proceed date
and ending with the Physical Completion date, shall be charged to the Contract Time as it occurs except
a day, or part of a day, which is designated a non-working day or an Engineer determined unworkable
day.
The Engineer will furnish the Contractor a weekly report showing (1) the number of working days
charged against the Contract Time for the preceding week; (2) the Contract Time in working days; (3)
the number of working days remaining in the Contract Time; (4) the number of non-working days; and
(5) any partial or whole days the Engineer declared unworkable the previous week. This weekly report
will be correlated with the Contractor’s current approved progress schedule. If the Contractor elects
to work 10 hours a day and 4 days a week (a 4-10 schedule), and the fifth day of the week in which a
4-10 shift is worked would ordinarily be charged as a working day, then the fifth day of that week will
be charged as a working day whether or not the Contractor works on that day.
The Contractor will be allowed 10 calendar days from the date of each report in which to file a written
protest of an alleged discrepancy in the Contract Time as reported. Otherwise, the report will be
deemed to have been accepted by the Contractor as correct.
The requirements for scheduling the Final Inspection and establishing the Substantial Completion,
Physical Completion, and Completion Dates are specified in Sections 1-05.11 and 1-05.12.
Revise the sixth paragraph to read:
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24. Special Provisions 62
(******)
The Engineer will give the Contractor written notice of the completion date of the Contract after all
the Contractor’s obligations under the Contract have been performed by the Contractor. The following
events must occur before the Completion Date can be established:
1. The physical Work on the project must be complete; and
2. The Contractor must furnish all documentation required by the Contract and required by law,
to allow the Contracting Agency to process final acceptance of the Contract. The following
documents must be received by the Project Engineer prior to establishing a completion date:
a. Certified Payrolls (Federal-aid Projects)
b. Material Acceptance Certification Documents
c. Annual Report of Amounts Paid as MBE/WBE Participants or Quarterly Report of Amounts
Credited as DBE Participation, as required by the Contract Provisions.
d. FHWA 47 (Federal-aid Projects)
e. Final Contract Voucher Certification
f. Property owner releases per Section 1-07.24
g. 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)
Section 1-08.5 is supplemented as follows:
(******)
Within 10 calendar days after execution of the Contract by the Contracting Agency, the Contractor
shall provide the Contracting Agency with copies of purchase orders for all equipment items deemed
critical by the Contracting Agency, including but not limited to signal controller materials, lighting
standards, and signal standards required for the physical completion of the Contract. Such purchase
orders shall disclose the estimated delivery dates for the equipment.
All items of Work that can be performed without delivery of the critical items shall start and be
completed as soon as possible. At that time, the Engineer may suspend the Work upon request of the
Contractor until the critical items are delivered to the Contractor, if the Contracting Agency received a
purchase order within 10 calendar days after execution of the Contract by the Contracting Agency.
The Contractor will be entitled to only one such suspension of time during the performance of the
Work and during such suspension shall not perform any additional Work on the project. Upon delivery
of the critical items, contract time will resume and continue to be charged in accordance with Section
1-08.
1-08.6 Suspension of Work
Section 1-08.6 is supplemented as follows:
(******)
Owner may at any time suspend the Work, or any part thereof, by giving notice to the Contractor in
writing. The Work shall be resumed by the Contractor within 14 calendar days after the date fixed in
the written notice from the Owner to the Contractor to do so.
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24. Special Provisions 63
The Contractor shall not suspend Work under the Contract without the written order of the Owner.
If it has been determined that the Contractor is entitled to an extension of time, the amount of such
extension shall be only to compensate for direct delays, and shall be based upon the Contractor's
diligently pursuing the Work at a rate not less than that which would have been necessary to complete
the original Contract Work on time.
1-08.7 Maintenance During Suspension
Revise the second paragraph to read:
(******)
At no expense to the Contracting Agency, the Contractor shall provide through the construction area
a safe, smooth, and unobstructed roadway, sidewalk, driveway, and path for public use during
suspension (as required in Section 1-07.23 or the Special Provisions). This may include a temporary
road or detour.
1-08.9 Liquidated Damages
Section 1-08.9 is supplemented as follows:
(******)
In addition, the Contractor shall compensate the Owner for actual engineering inspection and
supervision costs and any other expenses and legal fees incurred by the Owner as a result of such
delay. Such labor costs will be billed to the Contractor at actual costs, including administrative
overhead costs.
In the event that the Owner is required to commence any lawsuit in order to enforce any provision of
this Contract or to seek redress for any breach thereof, the Owner shall be entitled to recover its costs,
including reasonable attorney’s fees, from the Contractor.
1-08.11 Contractor's Plant and Equipment
Section 1-08.11 is a new Section:
(******)
The Contractor alone shall at all times be responsible for the adequacy, efficiency, and sufficiency of
his and his subcontractor's plant and equipment. The Owner shall have the right to make use of the
Contractor's plant and equipment in the performance of any Work on the site of the Work.
The use by the Owner of such plant and equipment shall be considered as extra Work and paid for
accordingly.
Neither the Owner nor the Engineer assumes any responsibility, at any time, for the security of the
site from the time the Contractor's operations have commenced until final acceptance of the Work by
the Engineer and the Owner. The Contractor shall employ such measures as additional fencing,
barricades, and watchmen service, as he deems necessary for the public safety and for the protection
of the site and his plant and equipment. The Owner will be provided keys for all fenced, secured areas.
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24. Special Provisions 64
1-08.12 Attention to Work
Section 1-08.12 is a new section:
(******)
The Contractor shall give his personal attention to and shall supervise the Work to the end that it shall
be prosecuted faithfully, and when he is not personally present on the Work site, he shall at all times
be represented by a competent superintendent who shall have full authority to execute the same, and
to supply materials, tools, and labor without delay, and who shall be the legal representative of the
Contractor. The Contractor shall be liable for the faithful observance of any instructions delivered to
him or to his authorized representative.
1-09 MEASUREMENT AND PAYMENT
1-09.1 Measurement of Quantities
Section 1-09.1 is supplemented by adding the following:
(******)
Lump Sum. The percentage of lump sum Work completed, and payment will be based on the cost
percentage breakdown of the lump sum bid price(s) submitted at the preconstruction conference.
The Contractor shall submit a breakdown of costs for each lump sum bid item. The breakdown shall
list the items included in the lump sum together with a unit price of labor, materials, and equipment
for each item. The summation of the detailed unit prices for each item shall add up to the lump sum
bid. The unit price values may be used as a guideline for determining progress payments or deductions
or additions in payment for ordered Work changes.
Cubic Yard Quantities. The Contractor shall provide truck trip tickets for progress payments only in
the following manner. Where items are specified to be paid by the cubic yard, the following tally
system shall be used.
All trucks to be employed on this Work will be measured to determine the volume of each truck. Each
truck shall be clearly numbered, to the satisfaction of the Engineer, and there shall be no duplication
of numbers.
Duplicate tally tickets shall be prepared to accompany each truckload of material delivered on the
project. All tickets received that do not contain the following information will not be processed for
payment:
1 Truck number
2 Quantity and type of material delivered in cubic yards
3 Drivers name, date and time of delivery
4 Location of delivery, by street and stationing on each street
5 Place for the Engineer to acknowledge receipt
6 Pay item number
7 Contract number and/or name
It will be the Contractor's responsibility to see that a ticket is given to the Engineer on the project for
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24. Special Provisions 65
each truckload of material delivered. Pay quantities will be prepared on the basis of said tally tickets.
Loads will be checked by the Engineer to verify quantity shown on ticket.
Quantities by Ton. It will be the Contractor's responsibility to see that a certified weight ticket is given
to the Inspector on the project at the time of delivery of materials for each truckload delivered. Pay
quantities will be prepared on the basis of said tally tickets, delivered to Inspector at time of delivery
of materials. Tickets not receipted by Inspector will not be honored for payment.
Each truck shall be clearly numbered to the satisfaction of the Engineer and there shall be no
duplication of numbers.
Duplicate tickets shall be prepared to accompany each truckload of material delivered to the project.
All tickets received that do not contain the following information will not be processed for payment:
1. Truck number
2. Truck tare weight (stamped at source)
3. Gross truckload weight in tons (stamped at source)
4. Net load weight (stamped at source)
5. Driver's name, date, and time of delivery
6. Location for delivery by street and stationing on each street
7. Place for the Engineer to acknowledge receipt
8. Pay item number
9. Contract number and/or name
1-09.3 Scope of Payment
Section 1-09.3 is supplemented by adding the following:
(******)
The bid items listed in Section 1-09.14 will be the only items for which compensation will be made for
the Work described in each section of the Standard Specifications when the Contractor performs the
specified Work. Should a bid item be listed in a “Payment” clause but not in the Proposal Form, and
Work for that item is performed by the Contractor and the Work is not stated as included in or
incidental to a pay item in the Contract and is not Work that would be required to complete the intent
of the Contract per Section 1-04.1, then payment for that Work will be made as for Extra Work
pursuant to a Change Order.
The words “Bid Item,” “Contract Item,” and “Pay Item,” and similar terms used throughout the
Contract Documents are synonymous.
If the “payment” clause in the Specifications relating to any unit bid item price in the Proposal Form
requires that said unit bid item price cover and be considered compensation for certain Work or
material essential to the item, then the Work or material will not be measured or paid for under any
other unit bid item which may appear elsewhere in the Proposal Form or Specifications.
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24. Special Provisions 66
Pluralized unit bid items appearing in these Specifications are changed to singular form.
Payment for bid items listed or referenced in the “Payment” clause of any particular section of the
Specifications shall be considered as including all of the Work required, specified, or described in that
particular section. Payment items will generally be listed generically in the Specifications, and
specifically in the bid form. When items are to be “furnished” under one payment item and “installed”
under another payment item, such items shall be furnished FOB project site, or, if specified in the
Special Provisions, delivered to a designated site. Materials to be “furnished,” or “furnished and
installed” under these conditions, shall be the responsibility of the Contractor with regard to storage
until such items are incorporated into the Work or, if such items are not to be incorporated into the
Work, delivered to the applicable Contracting Agency storage site when provided for in the
Specifications. Payment for material “furnished,” but not yet incorporated into the Work, may be made
on monthly estimates to the extent allowed.
1-09.6 Force Account
Section 1-09.6 is supplemented as follows:
(******)
Owner has estimated and included in the proposal, dollar amounts for all items to be paid per force
account, only to provide a common proposal for Bidders. All such dollar amounts are to become a
part of the Contractor’s total bid. However, the Owner does not warrant expressly or by implication
that the actual amount of Work will correspond with those estimates. Payment will be made on the
basis of the amount of Work actually authorized by the Engineer.
1-09.7 Mobilization
Section 1-09.7 is supplemented as follows:
(******)
Mobilization shall also include, but not be limited to, the following items: the movement of
Contractor's personnel, equipment, supplies, and incidentals to and from the project site; the
establishment of an office, buildings, and other facilities necessary for Work on the project; providing
sanitary facilities for the Contractor's personnel; and obtaining permits or licenses required to
complete the project not furnished by the Owner.
This item shall also include providing the Engineer and the Inspectors with access to telephone,
facsimile machine, and copy machine during all hours the Contractor is working on the jobsite; and a
table and chair for their use when needed.
This item shall also include progress schedules including a Type B Progress Schedule per standard
specification 1-08.3 and supplemented by special provision 1-08.3.
This item shall also include a COVID-19 Health and Safety plan per special provision 1-07.4.
1-09.9 Payments
Delete the third paragraph and replace it with the following:
(******)
Progress payments for completed Work and material on hand will be based upon progress estimates
prepared by the Engineer. A progress estimate cutoff date will be established at the preconstruction
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24. Special Provisions 67
meeting.
The initial progress estimate will be made not later than 30 days after the Contractor commences the
Work, and successive progress estimates will be made every month thereafter until the Completion
Date. Progress estimates made during progress of the Work are tentative, and made only for the
purpose of determining progress payment. The progress estimates are subject to change at any time
prior to the calculation of the final payment.
The value of the progress estimate will be the sum of the following:
1. Unit Price Items in the Bid Form – the approximate quantity of acceptable units of Work
completed multiplied by the unit price.
2. Lump Sum Items in the Bid Form – the estimated percentage complete multiplied by the Bid
Forms amount for each lump sum item, or per the schedule of values for that item.
3. Materials on Hand – 100 percent of invoiced cost of material delivered to job site or other
storage area approved by the Engineer.
4. Change Orders – entitlement for approved extra cost or completed extra Work as determined
by the Engineer.
Progress payments will be made in accordance with the progress estimate less:
1. Retainage per Section 1-09.9(1);
2. The amount of Progress Payments previously made; and
3. Funds withheld by the Contracting Agency for disbursement in accordance with the Contract
Documents.
Progress payments for Work performed shall not be evidence of acceptable performance or an
admission by the Contracting Agency that any Work has been satisfactorily completed.
Payments will be made by check or electronic transfer, issued by the Contracting Agency’s fiscal officer,
against the appropriate fund source for the project. Payments received on account of Work performed
by a subcontractor are subject to the provisions of RCW 39.04.250.
Section 1-09.9 is supplemented as follows:
(******)
Applications for payment shall be itemized and supported to the extent required by the Engineer by
receipts or other vouchers showing payment for materials and labor, payments to subcontractors, and
other such evidence of the Contractor's right to payment as the Engineer may direct, including “red
line” as-built drawings showing work installed by the contractor during the progress payment period.
The Contractor shall submit a progress report with each monthly request for a progress payment. The
progress report shall indicate the estimated percent complete for each activity listed on the progress
schedule (see Section 1-08.3) and a revised and updated schedule to reflect the most current project
completion date.
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24. Special Provisions 68
1-09.9(1) Retainage
Section 1-09.9(1) is supplemented as follows:
(******)
The retained amount shall be released as stated in the Standard Specifications if no claims have been
filed against such funds as provided by law, and if the Owner has no unsatisfied claims against the
Contractor. In the event claims are filed, the Owner shall withhold, until such claims are satisfied, a
sum sufficient to satisfy all claims and to pay attorney's fees. In addition, the Owner shall withhold
such amount as is required to satisfy any claims by the Owner against the Contractor, until such claims
have been finally settled.
Neither the final payment nor any part of the retained percentage shall become due until the
Contractor, if requested, delivers to the Owner a complete release of all liens arising out of this
Contract, or receipts in full in lieu thereof, and, if required in either case, an affidavit that so far as the
Contractor has knowledge or information, the release and receipts include all labor and materials for
which a lien could be filed: but the Contractor may, if any subcontractor refuses to furnish a release or
receipt in full, furnish a bond satisfactorily to the Engineer to indemnify the Owner against the lien. If
any lien remains unsatisfied after all payments are made, the Contractor shall reimburse to the Owner
all monies that the latter may be compelled to pay in discharging such lien, including all costs and
reasonable engineer's and attorney's fees.
1-09.9(2) Contracting Agency’s Right to Withhold and Disburse Certain Amounts
Section 1-09.9(2) is a new section:
(******)
In addition to monies retained pursuant to RCW 60.28 and subject to RCW 39.04.250, RCW 39.12 and
RCW 39.76, the Contractor authorizes the Engineer to withhold progress payments due or deduct an
amount from any payment or payments due the Contractor which, in the Engineer’s opinion, may be
necessary to cover the Contracting Agency’s costs for or to remedy the following situations:
1. Damage to another contractor when there is evidence thereof and a claim has been filed.
2. Where the Contractor has not paid fees or charges to public authorities of municipalities,
which the Contractor is obligated to pay.
3. Utilizing material tested and inspected by the Engineer, for purposes not connected with the
Work (Section 1-05.6).
4. Landscape damage assessments per Section 1-07.16.
5. For overtime Work performed by City personnel per Section 1-08.1(4).
6. Anticipated or actual failure of the Contractor to complete the Work on time:
a. Per Section 1-08.9 Liquidated Damages; or
b. Lack of construction progress based upon the Engineer’s review of the Contractor’s
approved progress schedule, which indicates the Work will not be complete within
the contract time. When calculating an anticipated time overrun, the Engineer will
make allowances for weather delays, approved unavoidable delays, and suspensions
of the Work. The amount withheld under this subparagraph will be based upon the
liquidated damages amount per day set forth in Contract Documents multiplied by
the number of days the Contractor’s approved progress schedule, in the opinion of
the Engineer, indicates the Contract may exceed the Contract Time.
7. Failure of the Contractor to perform any of the Contractor’s other obligations under the
Contract, including but not limited to:
a. Failure of the Contractor to provide the Engineer with a field office when required by
the Contract Provisions.
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24. Special Provisions 69
b. Failure of the Contractor to protect survey stakes, markers, etc., or to provide
adequate survey Work as required by Section 1-05.5.
c. Failure of the Contractor to correct defective or unauthorized Work (Section 1-05.8).
d. Failure of the Contractor to furnish a Manufacture’s Certificate of Compliance in lieu
of material testing and inspection as required by Section 1-06.3.
e. Failure to submit weekly payrolls, Intent to Pay Prevailing Wage forms, or correct
underpayment to employees of the Contractor or subcontractor of any tier as
required by Section 1-07.9.
f. Failure of the Contractor to pay worker’s benefits (Title 50 and Title 51 RCW) as
required by Section 1-07.10.
g. Failure of the Contractor to submit and obtain approval of a progress schedule per
Section 1-08.3.
The Contractor authorizes the Engineer to act as agent for the Contractor disbursing such funds as
have been withheld pursuant to this Section to a party or parties who are entitled to payment.
Disbursement of such funds, if the Engineer elects to do so will be made only after giving the
Contractor 15 calendar days prior written notice of the Contracting Agency’s intent to do so, and if
prior to the expiration of the 15-calendar day period,
1. No legal action has commenced to resolve the validity of the claims, and
2. The Contractor has not protested such disbursement.
A proper accounting of all funds disbursed on behalf of the Contractor in accordance with this Section
will be made. A payment made pursuant to this section shall be considered as payment made under
the terms and conditions of the Contract. The Contracting Agency shall not be liable to the Contractor
for such payment made in good faith.
1-09.9(3) Final Payment
Section 1-09.9(3) is a new section:
(******)
Upon Acceptance of the Work by the Contracting Agency, the final amount to be paid the Contactor
will be calculated based upon a Final Progress Estimate made by the Engineer. Acceptance by the
Contractor of the final payment shall be and shall operate as a release:
1. To the Contracting Agency of all claims and all liabilities of the Contractor, other than claims
in stated amounts as may be specifically excepted in writing by the Contractor;
2. For all things done or furnished in connection with the Work;
3. For every act and neglect by the Contracting Agency; and
4. For all other claims and liability relating to or arising out of the Work.
A payment (monthly, final, retainage, or otherwise) shall not release the Contractor or the Contractor’s
Surety from any obligation required under the terms of the Contract Documents or the Contract Bond;
nor shall such payment constitute a waiver of the Contracting Agency’s ability to investigate and act
upon findings of non-compliance with the WMBE requirements of the Contract; nor shall such
payment preclude the Contracting Agency from recovering damages, setting penalties, or obtaining
such other remedies as may be permitted by law.
Before the Work will be accepted by the Contracting Agency, the Contractor shall submit an affidavit,
on the form provided by the Engineer, of amounts paid to certified disadvantaged (DB), minority (MBE)
or women business enterprises (WBE) participating in the Work. Such affidavit shall certify the
amounts paid to the DB, MBE or WBE subcontractors regardless of tier.
On federally funded projects the Contractor may also be required to execute and furnish the
Contracting Agency an affidavit certifying that the Contractor has not extended any loans, gratuity or
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24. Special Provisions 70
gift and money pursuant to Section 1-07.19 of these Specifications.
If the Contractor fails, refuses, or is unable to sign and return the Final Progress Estimate or any other
documents required for the final acceptance of the Contract, the Contracting Agency reserves the right
to establish a completion date and unilaterally accept the Contract. Unilateral 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 unilateral acceptance will be provided by certified letter from the Engineer to the
Contractor that will provide 30 calendar days for the Contractor to submit the necessary documents.
The 30-calendar day deadline shall begin on the date of the postmark of the certified letter from
the Engineer requesting the necessary documents. This reservation by the Contracting Agency to
unilaterally accept the Contract will apply to contracts that are completed in accordance with Section
1-08.5 for contracts that are terminated in accordance with Section 1-08.10. Unilateral acceptance of
the Contract by the Contracting Agency does not in any way relieve the Contractor of the provisions
under contract or of the responsibility to comply with all laws, ordinances, and federal, state, and local
regulations that affect the Contract. The date the Contracting Agency unilaterally signs the Final
Progress Estimate constitutes the final acceptance date (Section 1-05.12).
1-09.11 Disputes and Claims
1-09.11(2) Claims
Paragraph 5 is revised as follows:
(******)
Failure to submit with the Final Application for Payment 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.
1-09.11(3) Time Limitations and Jurisdiction
Paragraph 1, Sentence 1 is revised as follows:
(******)
…such claims or causes of action shall be brought in the Superior Court of the county where the Work
is performed.
1-09.13 Claims Resolutions
1-09.13(3) Claims $250,000 or Less
Delete this Section and replace it with the following:
(******)
The Contractor and the Contracting Agency mutually agree that those claims that total $250,000 or
less, submitted in accordance with Section 1-09.11 and not resolved by nonbonding ADR processes,
shall be resolved through litigation, unless the parties mutually agree in writing to resolve the claim
through binding arbitration.
1-09.13(3)A Administration of Arbitration
Revise the third paragraph to read:
(******)
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24. Special Provisions 71
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 the county in which the Contracting Agency’s headquarters are located. 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
Section 1-09.13(3)B is supplemented by adding:
(******)
The findings and decision of the board of arbitrators shall be final and binding on the parties, unless
the aggrieved party, within 10 days, challenges the findings and decision by serving and filing a petition
for review by the superior court of King County, Washington. The grounds for the petition for review
are limited to showing that the findings and decision:
1. Are not responsive to the questions submitted;
2. Is contrary to the terms of the contract or any component thereof;
3. Is arbitrary and/or is not based upon the applicable facts and the law controlling the issues
submitted to arbitration. The board of arbitrators shall support its decision by setting forth in writing
their findings and conclusions based on the evidence adduced at any such hearing.
The arbitration shall be conducted in accordance with the statutes of the State of Washington and
court decisions governing such procedure.
The costs of such arbitration shall be borne equally by the City and the Contractor unless it is the
board's majority opinion that the Contractor's filing of the protest or action is capricious or without
reasonable foundation. In the latter case, all costs shall be borne by the Contractor.
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1-09.14 Payment Schedule
Measurement and Payment Schedule for Bid Items in This Project Proposal
Section 1-09.14 is a new section:
(******)
GENERAL
1-09.14(1) Scope
Section 1-09.14(1) is a new section:
(******)
A. Payment for the various items of the bid sheets, as further specified herein, shall include all
compensation to be received by the Contractor for furnishing all tools, equipment, supplies,
and manufactured articles, and for all labor, operations, and incidentals appurtenant to the
items of Work being described, as necessary to complete the various items of the Work all in
accordance with the requirements of the Contract Documents, including all appurtenances
thereto, and including all costs of compliance with the regulations of public agencies having
jurisdiction, including Safety and Health Administration of the U.S. Department of Labor
(OSHA). No separate payment will be made for any item that is not specifically set forth in the
Bid Schedules, and all costs therefore shall be included in the prices named in the Bid
Schedules for the various appurtenant items of Work.
B. The Owner shall not pay for material quantities, which exceed the actual measured amount
used and approved by the Engineer.
C. It is the intention of these Specifications that the performance of all Work under the bid for
each item shall result in the complete construction, in an accepted operating condition, of
each item.
D. Work and material not specifically listed in the proposal but required in the Plans,
Specifications, and general construction practice, shall be included in the bid price. No
separate payment will be made for these incidental items.
1-09.14(2) Bid Items
Section 1-09.14(2) is a new section:
(******)
All bid items under “Schedule A – Roadway and Stormwater Improvements” shall follow State Sales
Tax – Rule 171 per Section 1-07.2(2). All bid items under “Schedule B – Water Improvements” &
“Schedule C – Irrigation System” shall follow State Sales Tax – Rule 170 per Section 1-07.2(3).
1-09.14(2)A Bid Items Common to Two or More Schedules
1-09.14(2)A1 Minor Change (Bid Item A1 and B1) – Force Account
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. At
the discretion of the Contracting Agency, all or part of this estimated amount may be used in lieu of
the more formal procedure as outlined in Section 1-04.4 of the Standard Specifications. The unit
contract price for Minor Changes is given in the Schedule of Prices and shall not be changed by the
bidder.
All work and payment under this item will be authorized in writing by the City Project Manager or
Supervisor. Payment will be determined in accordance with Section 1-09.4 of the Standard
Specifications. Payment for this item will be only for the changes and amounts approved by the City.
If no changes are authorized under this bid item, final payment for this item will be $0 (zero).
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1-09.14(2)A2 Construction Surveying, Staking, and As-Built Drawings (Bid Item A2 and B2) – Lump Sum
Measurement for construction surveying, staking and as-built drawing information will be per the
lump sum bid price and based on the percentage of total Work complete at the time of measurement.
Payment may be prorated over the construction period based on the amount of work completed for
construction surveying, staking and as-built information.
Survey will be per Special Provision Section 1-05.4 and City of Renton Surveying Standards in Special
Provision Section 1-11. The as-built survey will be per Special Provisions Section 1-11. The contractor
shall provide the City with a set of redline drawings with the as-built locations and elevations of all
new utilities and construction work.
Payment will be complete compensation for all labor, materials, equipment, tools, all incidental work
needed to provide construction surveying and of the improvements (including providing a
Washington State licensed surveyor for said work), staking in advance of pipe laying, fittings and
structure installation, surveying the horizontal and vertical locations of all potholed existing utilities
within the work area, verification and recording of the elevations of existing roadway centerline,
crown, and edge of pavement to ensure that all roadways can be reconstructed to existing grade, and
preparation of cut-sheets. Said payment will be complete compensation for all labor, materials,
equipment, tools, all incidental work needed to provide as-built surveying, preparing “red line” as-
built drawings for pay estimate submittal with fittings and dimensions of existing and proposed
facilities installed or encountered during the pay period, furnishing an electronic file with construction
drawings stamped and signed by a licensed land surveyor that contains the as-built information and
copies of field notes, and furnishing and resetting property corners when disturbed by the
contractor’s activities. No more than 50% of the bid amount for this item shall be paid prior to the
review and acceptance of the as-constructed information by the Engineer.
1-09.14(2)A3 Resolution of Utility Conflicts (Bid Items A5 and B3) – Force Account
Payment will be made in accordance with Section 1-04.1 for the following bid items when included in
the proposal:
"Resolution of Utility Conflicts" will be paid by force account as provided in Section 1-09.6.
All costs for resolving utility conflicts will be paid for by force account in accordance with Section 1-
09.6. To provide a common proposal for all bidders, the Contracting Agency has estimated the
amount for “Resolution of Utility Conflicts” and entered the amounts in the proposal to become a
part of the total bid by the Contractor. Utility conflicts due to the Contractor’s actions or operations
shall be resolved by the Contractor at no expense to the Contracting Agency.
1-09.14(2)A4 Utility Potholing (Bid Items A6 and B4) – Each
Measurement for performing potholing will be per each for each pothole completed in conformance
with the Contract Documents.
Utility Potholing is intended to be additional potholing as shown on the plans and/or directed by the
Engineer, which is in addition to potholing included as incidental for utility installation. Other than
potholes specifically called out in the plans, only potholes approved by the City provided inspector or
engineer will be approved for payment. All other potholes will be considered a benefit to the
Contractor and included in the contract price for the utility to be installed.
1-09.14(2)A5 Mobilization & Demobilization (Maximum Bid 10% of Schedule __ Total ______) (Bid Item A7
and B5) – Lump Sum
Measurement for mobilization & demobilization will be lump sum. The lump sum price shown will
cover the complete cost of furnishing and installing, complete and in-place all Work and materials
necessary to move and organize equipment and personnel onto the job site, provide and maintain all
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necessary support facilities and utilities, obtain all necessary permits and licenses, prepare the site for
construction operations, and maintain the site and surrounding areas during construction, provide
protection of existing utilities, provide component and system testing, and move all personnel and
equipment off the site after contract completion. Also included shall be a Type B Progress Schedule,
weekly look ahead schedules and a COVID-19 Health and Safety Plan.
The Contractor shall prepare a Mobilization Plan showing the proposed location for storage of all
equipment and material proposed to be located at the site. Storage shall not interfere with use of the
City ROW and commercial and residential access.
For any proposed storage on private property outside the easement or work area, the Contractor shall
obtain a Temporary Use Permit for storage areas on private property. The Contractor shall be
responsible for all fees, applications, and work needed to obtain the permit. The Contractor shall
allow 3 to 4 weeks to obtain the Temporary Use Permit from the City.
The Contractor shall prepare a Work Plan that shall include the following:
A. Proposed Construction Sequence and Schedule including a Type B Progress Schedule for
all major items of work.
B. Mobilization Plan showing the proposed location for storage of all equipment and
materials.
C. Temporary Erosion and Sediment Control Plan for all stages of the project
D. Traffic Control Plan, including provisions for cleaning and sweeping of any impacted
roadways.
E. Trench Excavation Safety Systems plan/provisions.
F. Identify Disposal Sites for various waste materials and provide copies of the site’s permits,
licenses, and approvals.
G. Pedestrian Handling Plan.
The Work Plan shall be submitted to the City for review and approval within 10 days of the contract
award.
Payment for mobilization & demobilization will be made at the lump sum amount bid (NOT to exceed
80% of bid price prior to completion of construction) based on the percent of completed Work as
defined in the 2020 Standard Specifications for Road, Bridge, and Municipal Construction (WSDOT) for
mobilization. Payment for the remaining 20% will be made upon completion and final clean-up of the
construction site. Such payment will be complete compensation for all mobilization of employees,
equipment and materials, Mobilization Plan, Work Plan, preparation of all necessary submittals,
bonds, insurance, site improvements, permits, clean-up, Contaminated Soil and Groundwater
Handling and Management Plan, safety plan, and other plans/submittals not specifically covered in
bid items, etc. all in conformance with the Contract Documents.
This bid item may not be more than:
• For Bid Schedule A : ten percent (10%) of the total amount of Bid for the schedule.
• For Bid Schedule B: ten percent (10%) of the total amount of Bid for the schedule excluding
sales tax.
1-09.14(2)A6 Project Temporary Traffic Control (Bid Items A8 and B6) – Lump Sum
Measurement for project temporary traffic control Work will be will per lump sum and shall be
based on the percentage of total work complete, at the time of measurement in conformance with
the Contract Documents.
Payment for project temporary traffic control for Work will be made at the measured percentage
amount for the pay period times the lump sum bid amount. Payment will be complete compensation
for preparing and submitting a traffic control plan and pedestrian handling plan as well as all labor,
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tools, materials, equipment used in accordance with the approved Traffic Control Plan and pedestrian
handling plan that is not included in other bid items. The Lump Sum contract price shall be full pay for
all costs for performing the work described in Section 1-10.3, and in the Traffic Control Information.
Payment shall include but not be limited to providing for public convenience and safety, flaggers, traffic
control supervisor, construction signs, detours, barricades, sequential arrow boards, a minimum of
two Portable Changeable Message Signs, traffic control devices, truck-mounted attenuator, temporary
striping, cleanup, etc. required to complete this item of Work in conformance with the Contract
Documents and the Manual on Uniform Traffic Control Devices (MUTCD) and as directed by the
Engineer and by the City’s Transportation Department. Also, included in the contract price is the cost
to furnish traffic control services and equipment for construction surveying, staking, and as-built
plans.
All adjustments to the Traffic Control Plan are considered incidental, and no additional payment will
be made for adjustments.
1-09.14(2)A7 Sawcutting (Bid Items A11 and B7) – Linear Foot
Sawcutting existing cement and asphalt concrete pavements shall be measured by the linear foot
along the sawcut, full depth. Wheel cutting of pavement will not be measured for separate
payment, but shall be included in other items of Work.
Payment for sawcutting shall include all labor, materials and equipment costs to sawcut the
pavement, full depth, at the locations shown on the plans and as directed by the engineer.
1-09.14(2)A8 Removal and Replacement of Unsuitable Foundation Excavation (Bid Items A12 and B8) – Ton
Measurement for removal and replacement of unsuitable foundation excavation will be measured in
Tons based on the placed weight of material installed in conformance with the Contract Documents.
Placement of foundation material will be measured only for the area(s) authorized by the Engineer.
Certified tickets will accompany each load, a copy of tickets will be given to the Engineer daily. Wasted
materials will not be included in the measurement or payment.
Payment for removal and replacement of unsuitable foundation excavation will be made at the unit
bid price, which will be complete compensation for all labor, materials, tools, equipment, excavation,
foundation materials, haul, placement, water, compaction, removal haul and disposal of waste
material, etc., required to complete this item of Work in conformance with the Contract Documents.
Payment for this item will be only for the removal and replacement of unsuitable material requested
by the City.
1-09.14(2)A9 Roadway Excavation Incl. Haul (Bid Items A13 and B9) – Cubic Yard
At the discretion of the Engineer, roadway excavation, borrow excavation, and unsuitable foundation
excavation - by the cubic yard (adjusted for swell) may be measured by truck in the hauling vehicle at
the point of loading. The Contractor shall provide truck tickets for each load removed. Each ticket
shall have the truck number, time and date, and be approved by the Engineer.
The unit contract price per cubic yard for “Roadway Excavation Including Haul” shall be full pay for
excavating, loading, placing, or otherwise disposing of the material.
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.
When the Engineer orders excavation below subgrade, then payment will be in accordance with the
item “Removal and Replacement of Unsuitable Foundation Material”.
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1-09.14(2)A10 Trench Safety Systems (Bid Item A14 and B10) – Lump Sum
Measurement for trench safety systems will be per the lump sum bid price based on a percentage
defined as the amount of storm/sewer/water pipelines installed divided by the total length of
sewer/storm/water pipe shown to be installed in conformance with the Contract Documents.
Payment for trench excavation safety systems will be made at the measured percentage amount for
the pay period times the lump sum amount bid, said payment will be complete compensation for all
equipment, labor, materials, hauling, planning, design, engineering, submittals, furnishing and
constructing and removal and disposal of such temporary sheeting, shoring, and bracing complete as
required under the provisions of any permits and in the requirements of OSHA and RCW Chapter
49.17, etc., required to complete this item of Work in conformance with the Contract Documents.
The work includes, but not limited to, preparing and submitting a shoring plan stamped by a
professional engineer registered in the State of Washington by the preconstruction conference.
1-09.14(2)A11 Planing Bituminous Pavement (Bid Item A19 and B14) – Square Yard
Planing Bituminous Pavement will be measured by the square yard.
Payment for Planing Bituminous Pavement shall be per square yard. Items to be included in the bid
price, but shall not necessarily be limited to all necessary materials, labor, and equipment incurred to
perform the work described in section 5-04.3(14).
1-09.14(2)A12 Cement Conc. Traffic Curb and Gutter (Bid Items A68 and B35) – Linear foot
Measurement and payment shall be per WSDOT Standard Specification 8-04.
Where monolithic curb and gutter is shown in the plans and details, it shall be measured and paid
for under this bid item and not be considered for measurement or payment under “Cement Conc.
Driveway Entrance.”
1-09.14(2)A13 Cement Conc. Sidewalk (Bid Item A80 and B36) – Square Yard
Measurement and payment shall be per WSDOT Standard Specification 8-14.
1-09.14(2)B Bid Items Specific to Schedule A – Roadway and Stormwater
1-09.14(2)B1 SWPPP and TESC Plan and Implementation (Bid Item A3) – Lump Sum
Measurement for Stormwater Pollution Prevention and TESC Plan and Implementation will be based
on the lump sum bid price in conformance with the Contract Documents.
The lump sum price for “Stormwater Pollution Prevention (and TESC) Plan and Implementation” shall
be full pay for all labor, material, tools, equipment, and other incidental costs required to prepare the
Stormwater Pollution Prevention Plan and Temporary Erosion and Sediment Control Plan as describe
in Section 1-07.15 and implement the temporary erosion and sediment control BMPs described in
Section 8-01 including but not limited to installation, monitoring, and maintenance of catch basin
inserts, filter fabric fencing, sediment ponds, straw wattles, pumping of construction water, temporary
storm drain diversions including temporary piping, check dams, cover measures including plastic
covering, street sweeping, collection and disposal of wastewater from asphalt and concrete cutting
operations and other work necessary to meet the contract and permit requirements, not otherwise
shown as a separate payment item. Payment shall also include the Contractor’s use of Baker Tanks,
as needed during construction and associated labor, tools, equipment and incidental costs including
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Baker Tank mobilization, set up, maintenance, and relocation as work progresses, and incidentals
required to use Baker Tanks, when needed to meet regulatory discharge requirements. Payment shall
also include the following:
• Applying for the Construction Stormwater General permit (CSWGP) or transferring ownership
of the CSWGP from the City of Renton to the Contractor • Closing out the CSWGP and obtaining approval from the Department of Ecology on permit
closure • All monitoring and reporting required for compliance with the CSWGP
Work shall include coordination, permitting, fees, approval and treatment required by the City of
Renton as required in 1-07.15 if discharging to the sanitary sewer.
1-09.14(2)B2 SPCC Plan (Bid Item A4) – Lump Sum
Measurement and payment shall be per WSDOT Standard Specification 1-07.15.
1-09.14(2)B3 Clearing and Grubbing (Bid Item A9) – Lump Sum
Measurement and payment shall be per WSDOT Standard Specification 2-01.
1-09.14(2)B4 Removal of Structures and Obstructions (Bid Items A10) – Lump Sum
Measurement and payment shall be per WSDOT Standard Specification 2-02.
All costs related to the removal and disposal of structures and obstructions including saw cutting,
excavation, backfilling, and temporary asphalt shall be considered incidental to and included in other
items unless designated as specific bid items in the proposal. If pavements, sidewalks, or curbs lie
within an excavation area and are not mentioned as separate pay items, their removal will be paid for
as part of the quantity removed in excavation. If they are mentioned as a separate item in the proposal,
they will be measured and paid for as provided under Section 2-02.5, and will not be included in the
quantity calculated for excavation.
1-09.14(2)B5 Crushed Surfacing Base Course (Bid Items A15) – Ton
Measurement and payment shall be per WSDOT Standard Specification 4-04.
1-09.14(2)B6 Permeable Ballast (Bid Item A16) – Ton
Measurement and payment shall be per WSDOT Standard Specification 4-04.
1-09.14(2)B7 HMA Cl. ½” PG 64-22 (Bid Items A17) – Ton
Measurement for “HMA Cl. ½” PG 64-22” will be by the ton in accordance with Section 1-09.2, with
no deduction being made for the weight of asphalt binder, blending sand, mineral filler, or any other
component of the HMA.
Payment for “HMA Cl. ½” PG 64-22”, per ton shall include but not necessarily be limited to all
necessary materials, labor, and equipment to satisfactorily complete furnishing, hauling and
placement of HMA, compaction, preparation of existing roadway surfaces, applying tack coat and all
other necessary materials, labor and equipment to satisfactorily complete the work as defined in the
Standard Specifications and Special Provisions.
1-09.14(2)B8 Commercial HMA for Driveway (Bid Item A18) – Ton
Commercial HMA for Driveway will be measured by the ton in accordance with Section 1-09.2, with
no deduction being made for the weight of asphalt binder, blending sand, mineral filler, or any other
component of the HMA.
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Commercial HMA for Driveway shall be per ton. Items to be included in the bid price, but shall not
necessarily be limited to all necessary materials, labor, and equipment to satisfactorily complete
furnishing, hauling and placement of HMA, compaction, preparation of existing roadway surfaces,
applying tack coat and all other necessary materials, labor and equipment to satisfactorily complete
the work as defined in the Standard Specifications and Special Provisions.
1-09.14(2)B9 Temporary Pavement (Bid Item A20) – Ton
Temporary Pavement will be measured by the ton of material actually placed, with no deduction being
made for the weight of liquid asphalt, blending sand, mineral filler, or any other component of the
mixture.
Temporary Pavement is defined as pavement placed and subsequently removed prior to the final hot
mix asphalt and base course required by the typical sections on the Plans.
Payment will be made in accordance with Section 1-04.1 for the following bid items when included in
the proposal:
"Temporary Pavement", per ton.
Included in the cost per ton for “Temporary Pavement” shall be placement & compaction of hot mix
asphalt, cold mix asphalt, roadway excavation to proposed subgrade depths and disposal of temporary
pavement.
1-09.14(2)B10 Modular Block Wall (Bid Item A21) – Square Foot
Measurement for “Modular Block Wall” will be by the square foot of completed wall in place. The
bottom limits for vertical measurement will be the top of the leveling pad. The top limit for vertical
measurement will be the top of the top course of modular blocks.
Payment for “Modular Block Wall” shall include all costs to perform the Work in connection with
constructing modular block walls.
1-09.14(2)B11 Underdrain Pipe, 8 In. Diam. (Bid Item A22) – Linear Foot
Measurement for Underdrain Pipe will be based on linear foot measured horizontally over the
centerline of the subsurface underdrain installed as measured from the center of structures in
conformance with the Contract Documents.
Payment for furnishing and installing Underdrain Pipe will be made at the amount bid per linear foot,
which payment will be complete compensation for:
• All labor, materials, equipment and hauling • Locating all existing utilities and potholing in advance to determine their horizontal and vertical
location, protecting and providing temporary support of existing utilities • Dewatering, temporary bypass pumping and control of water • Removal and disposal of waste material in the excavation necessary to construct the
improvements including but not limited to: existing pipes; catch basins; manholes; structures; and
abandoned utilities • Structure Excavation, Class B • Pipe of the size and material type required, gaskets, fittings, adaptors and cleanouts • Installation, laying and jointing pipe and fittings • Appurtenances, ethafoam pads, water, grading, cleaning, and testing, etc. required to complete
the work in accordance with the Contract Documents • Replacing, protecting and/or maintaining existing utilities
1-09.14(2)B12 Underdrain Aggregate (Bid Item A23) – Cubic Yard
Underdrain Aggregate will be measured by the cubic yard of material placed based on the neatline
limits shown on the Plans.
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Payment will be made in accordance with Section 1-04.1 for the following bid items when included in
the proposal:
"Underdrain Aggregate", per cubic yard.
1-09.14(2)B13 ____ Storm Sewer Pipe, ___ In. Diam. (Bid Items A24–A29) – Linear Foot
Measurement for _____ Storm Sewer Pipe, __ In. Diam. will be based on linear foot measured
horizontally over the centerline of the installed pipe from the center of structures in conformance with
the Contract Documents.
Payment for furnishing and installing ______ Storm Sewer Pipe, __ In. Diam. will be made at the
amount bid per linear foot, which payment will be complete compensation for:
• All labor, materials, equipment and hauling • Locating all existing utilities and potholing in advance to determine their horizontal and vertical
location, protecting and providing temporary support of existing utilities • Dewatering, temporary bypass pumping and control of water • Structure Excavation, Class B • Removal and disposal of waste material in the excavation necessary to construct the
improvements including but not limited to: existing pipes; catch basins; manholes; structures; and
abandoned utilities • Pipe of the size and material type required, gaskets, fittings and adaptors • Installation, laying and jointing pipe and fittings • Furnishing and placing pipe zone bedding material • Furnishing, placement and compaction of imported trench backfill • Appurtenances, ethafoam pads, water, grading, cleaning, and testing, etc. required to complete
the work in accordance with the Contract Documents • Removal of pipe and catch basins beyond the excavation where shown on the Drawings or where
directed by the Engineer as well as plugging existing pipes to be abandoned and plugging existing
pipes where sections have been removed for the storm installation, and providing end caps were
shown on the plans. These items shall not be limited to those mentioned on the Plans or specified
herein. • Replacing, protecting and/or maintaining existing utilities • Furnishing and placing temporary pavement patching.
1-09.14(2)B14 Gravel Borrow for Trench Backfill - Storm (Bid Item A30) –Ton
Measurement for Gravel Borrow for Trench Backfill - Storm will be in tons based on the weight of
material installed into the Work in conformance with the Contract Documents. Certified weight tickets
will accompany each load, a copy of tickets will be given to the Engineer daily. Wasted materials will
not be included in the measurement or payment. Only materials placed within the pay limits shown
will be considered for payment. Material placed outside of the pay limits shown on the Plans or as
approved by the Engineer will be deducted from the certified tickets.
Payment for Gravel Borrow for Trench Backfill - Storm will be made at the amount bid per ton, which
payment will be complete compensation for all labor, materials, tools, equipment, incidentals
necessary to furnish and install select import backfill, hauling, placement, compaction, removal, haul
and disposal of unsuitable excavated materials, waste and surplus materials, etc., required to complete
this item of Work in conformance with the Contract Documents.
Pipe zone bedding and backfill shall not be considered for measurement or payment.
1-09.14(2)B15 CCTV Inspection (Bid Items A31) – Linear Foot
Measurement for CCTV Inspection will be per linear foot of storm and sanitary sewer pipe inspected
in conformance with section 7-08.3(5) and the Contract Documents.
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Payment for CCTV Inspection will be made at the amount bid per linear foot, which payment will be
complete compensation for all labor, materials, equipment required to complete the work specified
in the Contract Documents and plans, and shall include, but not be limited to the following:
• Bypass sewer pumping (if needed) • CCTV Inspection of all new open-cut installed storm and sanitary sewers • Delivery of the CCTV inspections entirely in a PACP compatible format data base on an External
HDD to the Engineer
Costs for additional Television inspection required to verify corrections or replacement of pipe, or
done solely for the Contractor’s convenience, shall be at the Contractor’s sole expense.
1-09.14(2)B16 Concrete Inlet (Bid Items A32) – Each
Measurement for furnishing and installing concrete inlets will be per each for each concrete inlet
installed in conformance with the Contract Documents.
Payment for furnishing and installing concrete inlets will be made at the unit bid price per each, which
will be complete compensation for:
• All labor, equipment, materials, and hauling • Locating all existing utilities and potholing in advance to determine their horizontal and vertical
location, protecting and providing temporary support of existing utilities • Excavation and shoring • Dewatering, temporary bypass pumping and control of water • Removal and disposal of waste material including existing pipes and structures in the excavation
and any abandoned utilities • Structure Excavation, Class B • Furnishing and placing foundation material • Precast concrete inlet, gaskets, frame and grate or lid, installation, adjustment of frames to grade,
appurtenances, Kor-N-Seal boots (or approved equal), connections to new pipes, reconnections
to existing pipes including pipe and couplings, placement of subsequent backfill materials,
compaction, water, cleaning, and testing, etc. required in conformance with the Contract
Documents. • Furnishing and placing temporary pavement patching
Select imported backfill material is included in other bid items. Maximum pay limit for select imported
backfill material around structures shall be limited to 3-feet.
1-09.14(2)B17 Catch Basin Type __ (Bid Items A33-A36) – Each
Measurement for furnishing and installing catch basin Type __ will be per each for each catch basin
installed in conformance with the Contract Documents.
Payment for furnishing and installing catch basin Type __ will be made at the unit bid price per each,
which will be complete compensation for:
• All labor, equipment, materials, and hauling • Locating all existing utilities and potholing in advance to determine their horizontal and vertical
location, protecting and providing temporary support of existing utilities • Eexcavation and shoring • Dewatering, temporary bypass pumping and control of water • Removal and disposal of waste material including existing pipes and structures in the excavation
and any abandoned utilities • Structure Excavation, Class B • Furnishing and placing foundation material • Precast concrete catch basin, gaskets, catch basin frame and grate or lid, installation, adjustment
of frames to grade, appurtenances, Kor-N-Seal boots (or approved equal), connections to new
pipes, reconnections to existing pipes including pipe and couplings, placement of subsequent
backfill materials, compaction, water, cleaning, and testing, etc. required in conformance with the
Contract Documents. • Furnishing and placing temporary pavement patching
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Select imported backfill material is included in other bid items. Maximum pay limit for select imported
backfill material around structures shall be limited to 3-feet.
1-09.14(2)B18 Adjust Storm Drain Structure (Bid Item A37) – Each
Measurement for Adjust Storm Drain Structure shall be per each.
Payment for Adjust Storm Drain Structure shall include, but not necessarily be limited to all necessary
materials, labor, and equipment to satisfactorily complete the adjustment as shown in the Contract
plans and described in herein.
1-09.14(2)B19 Adjust Sewer Manhole (Bid Item A38) – Each
Measurement for Adjust Sewer Manhole shall be per each.
Payment for Adjust Sewer Manhole shall include, but not necessarily be limited to all necessary
materials, labor, and equipment to satisfactorily complete the adjustment as shown in the Contract
plans and described in herein.
1-09.14(2)B20 Connection to Existing Drainage Structure (Bid Item A39) – Each
Measurement for Connection to Existing Drainage Structure will be per each in conformance with
Contract Documents.
Payment for Connection to Existing Drainage Structure will be made at the unit price per each, which
will be complete compensation for all labor, equipment, materials, excavation around and protection
of existing structure, core drilling, cleaning the existing catch basin and other materials required to
connect to existing catch basin.
1-09.14(2)B21 Filterra 4’x4’ (Bid Item A40) – Each
Measurement for Filterra 4’x4’ will be per each unit installed.
Payment for Filterra 4’x4’ will be made at the unit price per each, which will be complete
compensation for all labor, equipment, and materials necessary to install a 4’x4’ Filterra unit in
accordance with the Plans and Specifications. The unit contract price per each shall also include
excavation, plant material (where applicable), gravel base, grates and lids, backfill, compaction,
adjustment to finished grade, depressed gutter, facility activation, and one year of inspection and
maintenance by supplier.
1-09.14(2)B22 Trench Excavation for Bioretention Cell (Bid Item A41) – Cubic Yard
Measurement for Trench Excavation for Bioretention Cell will be per cubic yard measured neat line in
the original position at the time of excavation
The unit contract price per cubic yard for “Trench Excavation for Bioretention Cell” shall be full pay for
excavating, loading, placing, or otherwise disposing of the material as required to construct
bioretention cells as shown on the Plans.
1-09.14(2)B23 Vertical Wall for Bioretention Cell (Bid Item A42) – Square Foot
Vertical Wall for Bioretention Cell will be measured by the square foot of completed wall in place. The
vertical limits for measurement are from the top of the base leveling pad (or bottom of wall if no base
leveling pad is present) to the top of the top of the completed wall. The horizontal limits for
measurement are from the end of wall to the end of wall along the length of the exposed finished
face.
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The unit contract price per square foot for Vertical Wall for Bioretention Cell shall be full compensation
for all equipment, labor and materials required including but not limited to cement concrete, forming,
reinforcement, and rebar connection to adjacent to curb and gutter.
1-09.14(2)B24 Streambed Cobbles (Bid Item A43) – Ton
Measurement for Streambed Cobbles will be in tons based on the weight of material installed into the
Work in conformance with the Contract Documents. Certified weight tickets will accompany each
load, a copy of tickets will be given to the Engineer daily. Wasted materials will not be included in the
measurement or payment. Only materials placed within the pay limits shown will be considered for
payment. Material placed outside of the pay limits shown on the Plans or as approved by the Engineer
will be deducted from the certified tickets.
Payment for Streambed Cobbles will be made at the amount bid per ton, which payment will be
complete compensation for all labor, materials, tools, equipment, incidentals necessary to furnish and
place streambed cobbles by hand within bioretention cells in conformance with the Contract
Documents.
1-09.14(2)B25 Property Restoration (Bid Item A44) – Force Account
Payment will be made in accordance with Section 1-04.1 for the following bid items when included in
the proposal:
"Property Restoration" will be paid by force account as provided in Section 1-09.6.
All costs for resolving utility conflicts will be paid for by force account in accordance with section 1-
09.6. To provide a common proposal for all bidders, the Contracting Agency has estimated the
amount for “Property Restoration” and entered the amounts in the proposal to become a part of the
total bid by the Contractor.
“Property Restoration” is subject to City authorization and no payment will be considered under this
bid item without prior written approval from the City. Work completed under this bid item is intended
to cover property restoration work beyond the scope of work shown and described in these Contract
Documents.
1-09.14(2)B26 Seeded Lawn Installation (Bid Item A45) – Square Yard
Measurement for Seeded Lawn Installation shall be per square yard along the ground slope line of
actual lawn completed, established, and accepted.
Payment for Seeded Lawn Installation will be made at the contract unit price and will constitute full
compensation for all labor, materials and equipment required to complete the specified Work.
1-09.14(2)B27 Topsoil Type A (Bid Item A49) – Cubic Yard
Measurement for Topsoil Type A shall be per cubic yard in the haul conveyance at the point of delivery.
Certified tickets will accompany each load, a copy of tickets will be given to the Engineer daily. Wasted
materials will not be included in the measurement or payment. Only materials placed within the pay
limits shown will be considered for payment. Material placed outside of the pay limits shown on the
Plans or as approved by the Engineer will be deducted from the certified tickets.
Payment for Topsoil Type A will be made at the contract unit price and will constitute full compensation
for all labor, materials and equipment required to complete the specified Work.
1-09.14(2)B28 Bioretention Media (Bid Item A47) – Cubic Yard
Measurement for Bioretention Media shall be per cubic yard in the haul conveyance at the point of
delivery. Certified tickets will accompany each load, a copy of tickets will be given to the Engineer
daily. Wasted materials will not be included in the measurement or payment. Only materials placed
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24. Special Provisions 83
within the pay limits shown will be considered for payment. Material placed outside of the pay limits
shown on the Plans or as approved by the Engineer will be deducted from the certified tickets.
Payment for Bioretention Media will be made at the contract unit price and will constitute full
compensation for all labor, materials and equipment required to complete the specified Work.
1-09.14(2)B29 Bark or Wood Chip Mulch (Bid Item A48) – Cubic Yard
Measurement for Bark or Wood Chip Mulch shall be per cubic yard in the haul conveyance at the point
of delivery. Certified tickets will accompany each load, a copy of tickets will be given to the Engineer
daily. Wasted materials will not be included in the measurement or payment. Only materials placed
within the pay limits shown will be considered for payment. Material placed outside of the pay limits
shown on the Plans or as approved by the Engineer will be deducted from the certified tickets.
Payment for Bark or Wood Chip Mulch will be made at the contract unit price and will constitute full
compensation for all labor, materials and equipment required to complete the specified Work.
1-09.14(2)B30 Coarse Compost (Bid Item A49) – Cubic Yard
Measurement for Coarse Compost shall be per cubic yard in the haul conveyance at the point of
delivery. Certified tickets will accompany each load, a copy of tickets will be given to the Engineer
daily. Wasted materials will not be included in the measurement or payment. Only materials placed
within the pay limits shown will be considered for payment. Material placed outside of the pay limits
shown on the Plans or as approved by the Engineer will be deducted from the certified tickets.
Payment for Coarse Compost will be made at the contract unit price and will constitute full
compensation for all labor, materials and equipment required to complete the specified Work.
1-09.14(2)B31 PSIPE__________ (Bid Item A50 – A66) – Each
Measurement for PSIPE________ shall be per each plant installed, established and accepted.
Payment for PSIPE_________ will be made at the contract unit price and will constitute full
compensation for all labor, materials and equipment required to complete the specified Work.
1-09.14(2)B32 Root Barrier (Bid Item A67) – Linear Foot
Measurement for Root Barrier shall be per each linear foot installed and accepted.
Payment for Root barrier will be made at the contract unit price and will constitute full compensation
for all labor, materials and equipment required to complete the specified Work.
1-09.14(2)B33 Cement Conc. Traffic Curb (Bid Item A69) – Linear Foot
Measurement and payment shall be per WSDOT Standard Specification 8-04.
1-09.14(2)B34 Cement Conc. Driveway Entrance (Bid Item A70) – Square Yard
Cement concrete pavement for driveways shall be measured per square yard for all driveway types
and shall be paid under the unit bid price for “Cement Conc. Driveway Entrance”.
“Cement Conc. Driveway Entrance” shall be measured to include the ramps/wings on either side of
the driveway as indicated on the Plans. The ramp/wing areas shall be excluded from payment under
“Cement Conc. Sidewalk”.
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24. Special Provisions 84
Payment for Cement Conc. Driveway Entrance, shall be full compensation for all labor, materials, tools
and equipment necessary to satisfactorily complete the work as defined in the Plans, the Standard
Specifications and these Special Provisions.
If the Contractor chooses to use a quick-setting concrete mix to meet the requirements of Section 1-
07, it will be measured per the square yard and paid for as Cement Conc. Driveway Entrance. Any
additional costs to use such mix shall be incidental to the bid item for Cement Conc. Driveway
Entrance, and no additional payment will be made.
1-09.14(2)B35 Chain Link Fence - __-Ft Height (Bid Item A71 and A72) – Linear foot
Measurement and payment shall be per WSDOT Standard Specification 8-12.
1-09.14(2)B36 Single 6-Ft. Chain Link Gate (Bid Item A73) – Each
Measurement and payment shall be per WSDOT Standard Specification 8-12 and shall not consider
gate height.
1-09.14(2)B37 Wood Fence – Type ___ (Bid Item A74 – A77) – Linear foot
Wood Fence – Type ___ shall be measured per linear foot wood fence types and shall be paid under
the unit bid price for “Wood Fence – Type ___”.
Payment for “Wood Fence – Type ___”., shall be full compensation for all labor, materials, tools and
equipment necessary to satisfactorily complete the work as defined in the Plans, the Standard
Specifications and these Special Provisions. Where modifications to the wood fences are required to
meet existing conditions in the field and that work is above and beyond what is shown in the plans
and described in the special provisions shall be considered for payment under 8-02, Property
Restoration. Modifications to the wood fences as shown in the plans must be approved by the
engineer before being implemented or they will not be considered for payment under 8-02.
1-09.14(2)B38 Monument Case and Cover (Bid Item A78) – Each
Measurement for "Monument Case and Cover" will be per each monument case and cover furnished
and set.
Payment for each “Monument Case and Cover” shall be full compensation for all labor, materials,
tools and equipment necessary to satisfactorily reestablish disturbed monuments and furnish and
install new monument cases and covers, as defined in the Plans, the Standard Specifications and these
Special Provisions, including all required referencing, surveying, permitting, and documentation by a
registered and licensed surveyor.
1-09.14(2)B39 Pervious Cement Conc. Sidewalk (Bid Item A79) – Square Yard
Pervious Cement Conc. Sidewalk shall be measured per square yard of finished surface.
The unit Contract price for “Pervious Cement Conc. Sidewalk” per square yard shall be full
compensation for the costs of all labor, tools, equipment, and materials necessary or incidental to
comply with the requirements of Section 5-06 to construct the pervious concrete sidewalk as specified
in Section 8-14 and Section 5-06. Work elements include, but are not limited to, protecting the
subgrade; performing mix designs; developing and implementing the Jointing Plan; saw cut joints, test
plot; forming, including for tree grate openings; testing; infiltration testing of both subgrade and
pervious concrete; and purchasing, procuring, placing, finishing pervious concrete adjustment of
forms as required to meet ADA standards.
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24. Special Provisions 85
1-09.14(2)B40 Colored Cement Conc. Sidewalk (Bid Item A81) – Square Yard
Colored Cement Conc. Sidewalk shall be measured per square yard of finished surface.
The unit Contract price for “Colored Cement Conc. Sidewalk” per square yard shall be full
compensation for the costs of all labor, tools, equipment, and materials necessary or incidental to
comply with the requirements of Section 5-06 to construct the concrete sidewalk as specified in
Section 8-14 and Section 5-06. Work elements include, but are not limited to, performing mix designs;
matching existing concrete color; developing and implementing the Jointing Plan; saw cut joints, test
plot; forming, including for tree grate openings; testing; and purchasing, procuring, placing, finishing
concrete and adjustment of forms as required to meet ADA standards.
1-09.14(2)B41 Cement Conc. Driveway (Bid Item A82) – Square Yard
Cement Conc. Driveway shall be measured per square yard of finished surface.
The unit Contract price for “Cement Conc. Driveway”, per square yard shall be full compensation for
all equipment, labor, tools, and materials required, including but not limited to providing and placing
concrete, protecting the subgrade, performing mix designs, developing and implementing the Jointing
Plan, saw cut joints, test plot, staging the concrete pours, forming, curing, and stripping forms.
1-09.14(2)B42 Cement Conc. Curb Ramp Type _______ (Bid Item A83-A87) – Each
When the Contract contains a pay item for "Cement Conc. Curb Ramp Type ___," the per each
measurement shall include all costs for the complete installation per the Plans and standard details
including expansion joint material, pedestrian curb (if applicable), and ramped sidewalk section.
Sawcutting, removal and disposal of excavated materials including existing pavement and sidewalk,
crushed surfacing base materials and all other Work, materials and equipment required per Section
8-14, shall be included in the per each price for " Cement Conc. Curb Ramp Type ___," unless any of
these other items are listed and specified to be paid as separate pay items.
1-09.14(2)B43 Cement Conc. Stair Connection (Bid Item A88) – Square Foot
Measurement for Cement Conc. Stair Connection Edge shall be per square foot measured in plan view
and per the pay limits shown in the plans.
The unit price per for “Cement Conc. Stair Connection”, per square feet shall be full compensation for
all equipment, labor and materials required including but not limited to cement concrete, determining
height & length of staircase per the details, forming, tie-wire, and reinforcement.
1-09.14(2)B44 Relocate Mailbox (Bid Item A89) – Each
Measurement shall be per mailbox relocated, regardless of the number of mailbox supports.
Payment for “Relocate Mailbox”, per each shall include all labor, materials and equipment necessary
to relocate mailbox(es) to new support posts per the details in the plans. This work shall include, but
not be limited to relocating the existing mailbox, mailbox post, platform, screws, washers, nails,
excavation and backfill for post and all work as necessary to construct the mailbox per the detail
shown in the plans.
1-09.14(2)B45 Adjust Gas Valve (Bid Item A90) – Each
Measurement for Adjust Gas Valve shall be per each.
Payment for Adjust Gas Valve shall include, but not necessarily be limited to all necessary materials,
labor, and equipment to satisfactorily complete the adjustment as shown in the Contract plans and
described in herein.
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24. Special Provisions 86
1-09.14(2)B46 Adjust Franchise Utility Vault/Manhole (Bid Item A91) – Each
Measurement for Adjust Franchise Utility Vault/Manhole shall be per each.
Payment for Adjust Franchise Utility Vault/Manhole shall include, but not necessarily be limited to all
necessary materials, labor, and equipment to satisfactorily complete the adjustment as shown in the
Contract plans and described in herein.
1-09.14(2)B47 Permanent Signing (Bid Item A92) – Lump Sum
Measurement and payment shall be per WSDOT Standard Specification 8-21.
1-09.14(2)B48 Plastic Stop Line (Bid Item A93) – Linear Foot
Measurement and payment shall be per WSDOT Standard Specification 8-22.
1-09.14(2)B49 Plastic Crosswalk Line (Bid Item A94) – Square Foot
Measurement and payment shall be per WSDOT Standard Specification 8-22.
1-09.14(2)B50 Paint Line (Bid Item A95) – Linear Foot
Measurement and payment shall be per WSDOT Standard Specification 8-22.
1-09.14(2)B51 Removing Existing Pavement Markings (Bid Item A96) – Lump Sum
Measurement for removing existing pavement markings will be based on the lump sum bid price in
conformance with the Contract Documents.
Payment for removing existing pavement markings shall be full compensation for all labor, materials,
tools, and equipment necessary to remove conflicting existing channelization as to complete the Work
as defined in the Plans, the Standard Specifications, and these Special Provisions.
1-09.14(2)B52 Handrail (Bid Item A97) – Linear foot
Measurement of handrail shall be per linear foot. Linear foot shall be considered from beginning of
handrail to end of handrail measured in plan view.
Payment for “Handrail”, per each shall include all labor, materials and equipment necessary to install
the handrail per the details in the plans. This work shall include, but not be limited to aluminum rail,
posts and appurtenances, stainless steel capped sleeve, grout, core drilling, cleaning, and all work and
materials as necessary to construct the handrail per the detail shown in the plans.
1-09.14(2)C Bid Items Specific to Schedule B – Water Improvements
1-09.14(2)C1 Furnish and Install Controlled Density Fill (Bid Items B11) – Cubic Yard
Measurement for Control Density Fill (CDF) will be per cubic yard in conformance with the Contract
Documents and neat line per the details on the plans. All use of CDF shall be pre-approved by the
Engineer. CDF used beyond the agreed amount or CDF used without prior Engineer approval will not
be paid.
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24. Special Provisions 87
Payment will be made at contract unit price and will constitute full compensation for all material,
equipment, tools, labor, and all necessary for and incidental to the installation of Control Density Fill
in accordance with the Contract Documents, plan details and as directed by the Engineer.
Payment for this item will be only for the control density fill pre-approved by the City. If no control
density fill is authorized under this bid item, final payment for this item will be $0 (zero). No price
adjustment will be made for variation in actual quantity used for controlled density fill, see special
provision 1-04.6.
1-09.14(2)C2 Crushed Surfacing Base Course for Water Trench Section (Bid Items B12) – Ton
Measurement and payment shall be per WSDOT Standard Specification 4-04.
1-09.14(2)C3 HMA Cl. ½” PG 64-22 for Water Trench Section (Bid Items B12) – Ton
Measurement for “HMA Cl. ½” PG 64-22 for Water Trench Section” will be by the ton in accordance
with Section 1-09.2, with no deduction being made for the weight of asphalt binder, blending sand,
mineral filler, or any other component of the HMA.
Payment for “HMA Cl. ½” PG 64-22 for Water Trench Section”, per ton shall include but not necessarily
be limited to all necessary materials, labor, and equipment to satisfactorily complete furnishing,
hauling and placement of HMA, compaction, preparation of existing roadway surfaces, applying tack
coat and all other necessary materials, labor and equipment to satisfactorily complete the work as
defined in the Standard Specifications and Special Provisions.
1-09.14(2)C4 Abandon Existing Water System (Bid Item B15) –– Lump Sum
Measurement for abandon existing water system will be based on the lump sum bid price in
conformance with the Contract Documents.
Payment for abandon existing water system shall cover the complete cost of providing all labor,
materials, tools and equipment required to complete the work specified in the contract documents
and plans, and shall include, but not be limited to the following:
• Locating all existing utilities and potholing in advance to determine their horizontal and
vertical location • Sawcutting existing asphalt concrete pavement full depth, trench excavation, shoring, and
dewatering (if needed) • Removal, hauling, and disposal of pavement, curbs, gutters, sidewalks, surplus and unsuitable
excavated material, blow-off assemblies, excluding any asbestos cement pipe or fittings. • Plugging and capping water lines and fire hydrant runs, removal valves, valve boxes, tees,
services, and appurtenances as shown on the Plans or as required to complete the Work, • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed
by the Engineer, • Furnishing all required pipes, fittings, adapters, couplings, and incidentals as required for
City’s water department’s personnel to perform the cut and cap, • Excavating for and installing thrust blocks, • Backfilling voids left by removed items with suitable native material or gravel borrow as
approved by the Engineer, • Placing and compacting trench backfill, • Replacing, protecting, and/or maintaining existing utilities, • Furnishing and placing temporary hot mix asphalt pavement patching, • Furnishing and placing sidewalk sections.
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24. Special Provisions 88
1-09.14(2)C5 Furnish and Install ___ In. Diam. Cl. 52 DI Water Main w/ Restrained Joint Fittings and
Polywrap (Bid Items B16-B19) –– Linear Foot
Measurement for furnishing and installing water pipes with restrained-joint fittings of the size, type
and class specified will be based on the actual lineal footage measured horizontally over the centerline
of the installed pipe.
Payment for furnishing and installing ductile iron water pipes with restrained-joint fittings of the size,
type, and class specified shall cover the complete cost of providing all labor, materials, tools,
equipment required to complete the work specified in the contract documents and plans, and shall
include but not be limited to the following:
• Locating all existing utilities and potholing in advance to determine their horizontal and vertical
location, • Saw cutting existing asphalt concrete pavement up to 12” in depth, trench excavation, shoring,
and dewatering (if needed), • Removal, hauling, and disposal of pavement, curbs, gutters, sidewalks, surplus. and unsuitable
excavated material including existing pipes and structures in the excavation and the like, • Structure Excavation Class B • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by
the Engineer, • Hand digging as required to complete construction and protect existing improvements, including
rockeries, signs, mailboxes, decking, etc., and utilities, • Furnishing, installing, laying, and jointing water pipes and restrained-joint fittings of the size, type,
and class shown, polyethylene encasement, special fittings including restrained-joint harness for
push-on pipes as shown on the plans, horizontal and vertical bends, mechanical joint pipe
restraint follower glands, vertical crosses for poly-pigging, shackle rods, temporary blow-off
assemblies, temporary thrust blocking, detectable warning tape, and all incidentals, • Furnishing bedding materials, placing and compacting pipe bedding, as shown on the plans, • Placing and compacting trench backfill, • Performing backfill compaction tests and furnished test reports to the Engineer, • Furnishing and installing all poly-pigging testing materials, • Testing, poly-pigging, disinfecting, and flushing of new valves, • Replacing, protecting, and/or maintaining existing utilities, • Furnishing and placing temporary hot mix asphalt pavement patching.
1-09.14(2)C6 Bank Run Gravel for Trench Backfill (Bid Item B20) –– Ton
Measurement for trench backfill will be measured in tons based on the weight of material installed
into the Work in conformance with the Contract Documents. Certified weight tickets will accompany
each load, a copy of tickets will be given to the Engineer daily. Wasted materials will not be included
in the measurement or payment. Only materials placed within the pay limits shown will be considered
for payment. Material placed outside of the pay limits shown on the Plans or as approved by the
Engineer will be deducted from the certified tickets.
Payment for trench backfill will be made at the amount bid per ton, which payment will be complete
compensation for all labor, materials, tools, equipment, incidentals necessary to furnish and install
select import backfill, hauling, placement, compaction, removal, haul and disposal of unsuitable
excavated materials, waste and surplus materials, etc., required to complete this item of Work in
conformance with the Contract Documents.
1-09.14(2)C7 Connection to Existing Water Main (Bid Item B21) –– Each
Measurement for connection to existing water main will be per each connection for completion in
conformance with the Contract Documents.
Connections to existing water mains associated with cut-in gate valves will be considered incidental to
the cut-in gate valve bid item and will not be included in this measurement item.
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24. Special Provisions 89
Payment for connection to existing water main shall cover the complete cost of providing all labor,
materials, tools, equipment required to complete the work specified in the contract documents and
plans, and shall include but not be limited to the following:
• Locating all existing utilities and potholing in advance to determine their horizontal and vertical
location, • Saw cutting existing asphalt concrete pavement up to 12” in depth, trench excavation, shoring,
and dewatering (if needed), • Structure Excavation Class B • Removal, hauling and disposal of pavement, curbs, gutters, sidewalks, surplus, and unsuitable
excavated material including existing pipes and structures in the excavation and the like, • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by
the Engineer, • Furnishing all required pipes, fittings, adapters, couplings, and incidentals as required for City’s
water department’s personnel to perform the initial cut-in installation of valves, and fittings on
the existing water main(s), • Furnishing all required pipes, fittings, adapters, couplings and incidentals as required for City’s
water department’s personnel to perform the second and final connection of the new water line
to the existing water system and to the valves installed during the initial cut-in as described above, • Placing and compacting trench backfill, • Replacing, protecting, and/or maintaining existing utilities, • Furnishing and placing temporary hot mix asphalt pavement patching.
1-09.14(2)C8 Concrete Thrust Block and Dead-Man Anchor Block (Bid Item B22) –– Cubic Yard
Measurement for concrete for thrust blocking, horizontal and vertical, dead-man anchor blocks will
be per cubic yard for all concrete installed for thrust blocking and dead-man anchor blocks in
conformance with the Contract Documents.
Payment for concrete thrust blocking and dead man anchor blocks shall cover the complete cost of
providing all labor, materials, tools, equipment required to complete the work specified in the
contract documents and plans, and shall include but not be limited to the following:
• Locating all existing utilities and potholing in advance to determine their horizontal and vertical
location, • Saw cutting existing asphalt concrete pavement up to 12” in depth, trench excavation, shoring,
and dewatering (if needed), • Structure Excavation Class B • Removal, hauling and disposal of pavement, curbs, gutters, sidewalks, surplus and unsuitable
excavated material including existing pipes and structures in the excavation and the like, • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by
the Engineer, • Furnishing and placing concrete for vertical and horizontal blocks, dead-man anchor blocks,
reinforcing steel, shackle rods, clamp assembly, anchor bolts, turnbuckles, concrete form work, • Placing and compacting trench backfill, • Replacing, protecting, and/or maintaining existing utilities, • Furnishing and placing temporary hot mix asphalt pavement patching.
1-09.14(2)C9 Furnish and Install ___ In. Gate Valve Assembly (Bid Items B23-B26) –– Each
Measurement for furnishing and installing ___ In. gate valve assemblies will be per each for each type
valve installed in conformance with the Contract Documents.
Hydrant auxiliary gate valve will be included in the measurement for hydrant assembly and will not be
included in this measurement item.
Payment for furnishing and installing ____ In. gate valve assemblies shall cover the complete cost of
providing all labor, materials, tools, equipment required to complete the work specified in the
contract documents and plans, and shall include but not be limited to the following:
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24. Special Provisions 90
• Locating all existing utilities and potholing in advance to determine their horizontal and vertical
location, • Saw cutting existing asphalt concrete pavement up to 12” in depth, trench excavation, shoring,
and dewatering (if needed), • Structure Excavation Class B • Removal, hauling and disposal of pavement, curbs, gutters, sidewalks, surplus, and unsuitable
excavated material including existing pipes and structures in the excavation and the like, • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by
the Engineer, • Furnishing and installing valves, valve boxes and covers to grade, stem extensions, valve marker
posts, pipe nipples, couplings, polyethylene encasement, concrete blocking, and all incidentals, • Placing and compacting trench backfill, • Replacing, protecting and/or maintaining existing utilities, • Furnishing and placing temporary hot mix asphalt pavement patching.
1-09.14(2)C10 Furnish and Install 8 In. In-Line Valve On Existing Main (Bid Item B27) –– Each
Measurement for furnishing and installing 8 In. in-line gate valves on existing water mains will be per
each valve installed in conformance with the Contract Documents.
Payment for furnishing and installing 8 In. in-line gate valve assemblies shall cover the complete cost
of providing all labor, materials, tools, equipment required to complete the work specified in the
contract documents and plans, and shall include but not be limited to the following:
• Locating all existing utilities and potholing in advance to determine their horizontal and vertical
location, • Saw cutting existing asphalt concrete pavement up to 12” in depth, trench excavation, shoring,
and dewatering (if needed), • Structure Excavation Class B • Removal, hauling and disposal of pavement, curbs, gutters, sidewalks, surplus, and unsuitable
excavated material including existing pipes and structures in the excavation and the like, • Structure Excavation, Class B • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by
the Engineer, • Furnishing and installing valves, valve boxes and covers to grade, stem extensions, valve marker
posts, pipe nipples, couplings, polyethylene encasement, concrete blocking, and all incidentals, • Furnishing all required pipes, fittings, adapters, couplings, and incidentals as required for City’s
water department’s personnel to perform the cut-in installation of valves, and fittings on the
existing water main(s), • Placing and compacting trench backfill, • Replacing, protecting and/or maintaining existing utilities, • Furnishing and placing temporary hot mix asphalt pavement patching.
1-09.14(2)C11 Furnish and Install 12 In. Tapping Tee and Valve (Bid Items B28) –– Each
Measurement for furnishing and installing 12 In. tapping tee and valve assemblies will be per each for
each valve installed in conformance with the Contract Documents.
Payment for furnishing and installing 12 In. tapping tee and valve assemblies shall cover the complete
cost of providing all labor, materials, tools, equipment required to complete the work specified in the
contract documents and plans, and shall include but not be limited to the following:
• Locating all existing utilities and potholing in advance to determine their horizontal and vertical
location, • Saw cutting existing asphalt concrete pavement up to 12” in depth, trench excavation, shoring,
and dewatering (if needed), • Structure Excavation Class B
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24. Special Provisions 91
• Removal, hauling and disposal of pavement, curbs, gutters, sidewalks, surplus, and unsuitable
excavated material including existing pipes and structures in the excavation and the like, • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by
the Engineer, • Furnishing and installing tapping tee, valves, valve boxes and covers to grade, stem extensions,
valve marker posts, pipe nipples, couplings, polyethylene encasement, concrete blocking, and all
incidentals, • Placing and compacting trench backfill, • Replacing, protecting and/or maintaining existing utilities, • Furnishing and placing temporary hot mix asphalt pavement patching.
1-09.14(2)C12 Furnish and Install Comb. Air Release/Air Vacuum Valve Assembly (Bid Item B29) –– Each
Measurement for furnishing and installing comb. Air release/air vacuum assembly will be per each for
each type valve installed in conformance with the Contract Documents.
Payment for air release and vacuum valve assembly shall cover the complete cost of providing all
labor, materials, tools, equipment required to complete the work specified in the contract
documents and plans, and shall include but not be limited to the following:
• Locating all existing utilities and potholing in advance to determine their horizontal and
vertical location,
• Saw cutting, trench excavation, shoring and dewatering (if needed),
• Removal, hauling and disposal of pavement, curbs, gutters, sidewalks, surplus and unsuitable
excavated material including existing pipes and structures in the excavation and the like,
• Stockpiling suitable excavated material for use as pipe bedding and trench backfill as
directed by the Engineer,
• Furnishing and installing new corporation stop, valves, valve box and cover to grade, stem
extension, valve marker post, pipe nipples, couplings, air and vacuum valve assembly, meter
box and lid, gravel, copper pipe, galvanized iron pipe, and all other associated fittings and
incidentals,
• Connection to water main,
• Placing and compacting trench backfill,
• Testing, poly-pigging, disinfecting and flushing of new valves,
• Replacing, protecting and/or maintaining existing utilities.
• Restoration of public and private properties,
• Replacing removed or damaged curb, gutter, and sidewalk,
• Furnishing and placing temporary hot mix asphalt pavement patching
1-09.14(2)C13 Adjust Existing Water Valve Box to Grade (RC) (Bid Item 30) –– Each
Measurement for adjust existing water valve shall be per each.
The contract bid price for "Adjust Existing Valve Box to Grade (RC)" above shall be full compensation
for all labor, material, tools and equipment necessary to satisfactorily complete the Work as defined
in the Contract Documents, including all incidental Work.
1-09.14(2)C14 Furnish and Install Hydrant Assembly (Bid Item B31) –– Each
Measurement for furnishing and installing fire hydrant assembly will be per each for each fire hydrant
assembly installed in conformance with the Contract Documents.
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Payment for furnishing and installing fire hydrant assembly shall cover the complete cost of providing
all labor, materials, tools, equipment required to complete the work specified in the contract
documents and plans, and shall include but not be limited to the following:
• Locating all existing utilities and potholing in advance to determine their horizontal and vertical
location, • Saw cutting existing asphalt concrete pavement up to 12” in depth, trench excavation, shoring,
and dewatering (if needed), • Structure Excavation Class B • Removal, hauling and disposal of pavement, curbs, gutters, sidewalks, surplus and unsuitable
excavated material including existing pipes and structures in the excavation and the like, • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by
the Engineer, • Furnishing and installing new fire hydrant assembly, main line tee and 6-inch gate valve,
standpipe, shoe, and 6-inch DI piping up to 40 feet per hydrant run, Storz adapter, blue pavement
marker, • Furnishing and installing shut-off valve, valve box, valve extension, • Furnishing and installing shackles, tie-rods, concrete blocking, and joint restraints, drain rocks,
polyfilm, • Adjust hydrant to finish grade and install concrete shear block, • Placing and compacting trench backfill, • Testing, disinfecting, and flushing of new hydrants, • Replacing, protecting, and/or maintaining existing utilities, • Replacing removed or damaged curb, gutter, and sidewalk, • Furnishing and placing temporary hot mix asphalt pavement patching, • Painting the hydrants with two field coats as paint as specified in the Contract Documents • Moving, transplanting, potting, trimming, pruning shrubs and tree branches, and grading to create
a clear-zone around the hydrant as specified in the Contract Documents.
1-09.14(2)C15 Remove and Salvage Hydrant (Bid Item B32) –– Each
Measurement and payment for remove and salvage hydrant will be per each removed and salvaged
hydrant in conformance with the Contract Documents.
1-09.14(2)C16 Furnish and Install 1 In. Water Service Connection (Bid Item B33) –– Each
Measurement for furnishing and installing 1 In. water service connection will be per each for each 1
In. water connection installed in conformance with the Contract Documents.
Payment for furnishing and installing 1 In. water service connection shall cover the complete cost of
providing all labor, materials, tools, equipment required to complete the work specified in the
contract documents and plans, and shall include but not be limited to the following:
• Locating all existing utilities and potholing in advance to determine their horizontal and vertical
location, • Saw cutting existing asphalt concrete pavement up to 12” in depth, trench excavation, shoring,
and dewatering (if needed), • Structure Excavation Class B • Removal, hauling, and disposal of pavement, curbs, gutters, sidewalks, surplus, and unsuitable
excavated material including existing pipes and structures in the excavation and the like, • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by
the Engineer, • Hole-hogging, boring, tunneling, mechanical, or hand trenching to install new water service lines, • Furnishing and installing new 1-inch ball valve corporation stops, tapping the main, laying and
jointing the new copper water service lines and fittings, new meter setter, new meter boxes and
lids, • Testing, disinfecting and flushing the new service line,
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• Connecting the customer-side private service line to the new copper tailpiece behind the new
meter setter and property lines, • Abandoning existing water service lines by cutting and crimping or capping, • Placing and compacting trench backfill, • Replacing, protecting, and/or maintaining existing utilities, • Restoration of public and private properties, • Replacing removed or damaged curb, gutter, and sidewalk, • Furnishing and placing temporary hot mix asphalt pavement patching.
1-09.14(2)C17 Side Sewer Replacement (Bid Item B34) –– Linear Foot
Measurement for Side Sewer Replacement will be per linear foot of replaced side sewer installed in
conformance with the Contract Documents.
The length of site sewer replacement shall be the number of linear feet of completed side sewer pipe
installation measured along the invert.
The unit price bid per linear foot of side sewer replacement shall be full compensation for all labor,
material, related work, tools and equipment necessary to satisfactorily complete the Work as defined
in Section 7-18 Standard Specifications, these Special Provisions and as shown on the Plans.
The unit price per linear foot of side sewer replacement shall also include, but not be limited to,
furnishing, hauling, and assembling in place the completed installation including all wyes, tees, special
fittings, cleanouts, and joint materials for the completion of the installation to the required lines and
grades.
The unit price per linear foot of side sewer replacement shall also include all costs for reviewing
pothole information, design submittals, trench excavation, dewatering, furnishing, stockpiling,
hauling, placing and compacting imported pipe zone bedding and suitable native backfill above the
pipe zone, cleaning and flushing pipes and existing structures, inspecting pipe, connecting new pipe
to existing structures, replacing, protecting and maintaining utilities, CCTV and providing as-built
sketches of all replaced side sewers.
1-09.14(2)D Bid Items Specific to Schedule C – Irrigation System
1-09.14(2)D1 Automatic Irrigation System, Complete (Bid Item C1) – Lump Sum
No unit of measurement shall apply to Automatic Irrigation System, Complete.
Payment for Automatic Irrigation System, Complete will be made at the contract unit price and will
constitute full compensation for all labor, materials and equipment required to complete the specified
Work. All costs associated with testing, inspection, and obtaining final approval; and for furnishing and
installing plastic valve boxes where indicated and as detailed in the Plans shall be considered incidental
to the lump sum contract price for “Automatic Irrigation System, Complete”.
The lump sum price for "Automatic Irrigation System, Complete" shall be full compensation for
furnishing all labor, materials, tools, and equipment necessary or incidental to the construction of the
complete and operable sprinkler irrigation system as shown in the Plans or as directed by the Engineer,
including irrigation meter and point of connection.
1-09.14(2)D2 Power Connection (Bid Item C2) – Lump Sum
No unit of measurement shall apply to “Power Connection”.
Payment for Power Connection will be made at the contract unit price and will constitute full
compensation for all labor, materials and equipment required to complete the specified Work. All costs
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providing electrical power and connections for the irrigation controller shall be considered incidental
to the lump sum contract price for “Power Connection”.
1-10 TEMPORARY TRAFFIC CONTROL
1-10.1 General
Revise the first paragraph to read:
(******)
The Contractor shall provide flaggers, 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 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.
Section 1-10.1 is supplemented by adding the following:
(******)
When the bid proposal includes an item for “Project Temporary Traffic Control,” the Work required for
this item shall be all items described in Section 1-10, including, but not limited to:
1. Furnishing and maintaining barricades, flashers, construction signing, and other
channelization devices, unless a pay item is in the bid proposal for any specific device and
the Special Provisions specify furnishing, maintaining, and payment in a different manner
for that device;
2. Furnishing traffic control labor, equipment, and supervisory personnel for all traffic control
labor;
3. Furnishing any necessary vehicle(s) to set up and remove the Class B construction signs and
other traffic control devices;
4. Furnishing labor and vehicles for patrolling and maintaining in position all of the
construction signs and the traffic control devices, unless a pay item is in the bid proposal to
specifically pay for this Work; and
5. Furnishing labor, material, and equipment necessary for cleaning up, removing, and
replacing of the construction signs and the traffic control devices destroyed or damaged
during the life of the project.
6. Removing existing signs as specified or as directed by the Engineer and delivering to the City
Shops, or storing and reinstalling as directed by the Engineer.
7. Preparing a traffic control plan for the project and designating the person responsible for
traffic control at the Work site. The traffic control plan shall include descriptions of the
traffic control methods and devices to be used by the prime Contractor, and subcontractors,
shall be submitted at or before the preconstruction conference, and shall be subject to
review and approval of the Engineer.
8. Contacting police, fire, 911, and ambulance services to notify them in advance of any Work
that will affect and traveled portion of a roadway.
9. Assuring that all traveled portions of roadways are open to traffic during peak traffic periods,
6:30 a.m. to 8:30 a.m., and 3:00 p.m. to 6:00 p.m., or as specified in the special provisions,
or as directed by the Engineer.
10. Promptly removing or covering all non-applicable signs during periods when they are not
needed.
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If no bid item “Project Temporary Traffic Control” appears in the proposal, then all Work required by
these sections will be considered incidental and their cost shall be included in the other items of Work.
If the Engineer requires the Contractor to furnish additional channelizing devices, pieces of
equipment, or services, which could not be usually anticipated, by a prudent Contractor for the
maintenance and protection of traffic, then a new item or items may be established to pay for such
items. Further limitations for consideration of payment for these items are that they are not covered
by other pay items in the bid proposal, they are not specified in the Special Provisions as incidental,
and the accumulative cost for the use of each individual channelizing device, piece of equipment, or
service must exceed $200 in total cost for the duration of their need. In the event of disputes, the
Engineer will determine what is usually anticipated by a prudent Contractor. The cost for these items
will be by agreed price, price established by the Engineer, or by force account. Additional items
required as a result of the Contractor’s modification to the traffic control plan(s) appearing in the
Contract shall not be covered by the provisions in this paragraph.
If the total cost of all the Work under the Contract increases or decreases by more than 25 percent,
an equitable adjustment will be considered for the item “Project Temporary Traffic Control” to address
the increase or decrease.
Traffic control and maintenance for the safety of the traveling public on this project shall be the sole
responsibility of the Contractor and all methods and equipment used will be subject to the approval
of the Owner.
Traffic control devices and their use shall conform to City of Renton standards and the Manual on
Uniform Traffic Control Devices( MUTCD).
The Contractor shall not proceed with any construction until proper traffic control has been provided
to the satisfaction of the Engineer. Any days lost due to improper traffic control will be charged against
the Contractor’s allowable contract time, and shall not be the cause for a claim for extra days to
complete the Work.
1-10.2(1)B Traffic Control Supervisor
Paragraphs 1 and 2 are revised as follows:
(******)
A Traffic Control Supervisor (TCS) shall be on the project whenever traffic control labor is required or
as authorized by the Engineer.
The TCS shall assure that all the duties of the TCS are performed during the duration of the Contract.
During non-Work periods, the TCS shall be able to be on the job site within a 45-minute time period
after notification by the Engineer.
1-10.2(2) Traffic Control Plans
Section 1-10.2(2) is supplemented as follows:
(******)
The Contractor shall be responsible for assuring that traffic control is installed and maintained in
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conformance to established standards. The Contractor shall continuously evaluate the operation of
the traffic control plan and take prompt action to correct any problems that become evident during
operation.
Special Conditions
• King County Metro bus routes 105 & 111 use NE 16th St. The Contractor shall notify King
County a minimum of 4 weeks prior to the Notice to Proceed date of the upcoming
construction schedule. Bus routes and stops shall be maintained continuously through
construction.
• The Contractor shall maintain at least one continuous ADA accessible pedestrian walkway
through the project at all times.
• Due to the location of Meadowcrest Elementary School located along NE 16th St and the
associated school bus routes in both the morning and afternoons during active school years,
the contractor shall sequence their work to minimize construction impacts to all users of the
school including pedestrians, bicyclists, passenger vehicles and school buses. School buses,
adjacent to Meadowcrest Elementary, use the south side of NE 16th St as a staging area due
to limited school parking area during school pickup and drop off times. The contractor shall
coordinate with the district and cities' on site representative to maintain this school bus
staging area during construction. Due to the statewide emergency related to COVID-19,
school schedules will not be typical and coordination with the school will be necessary both
at the preconstruction meeting and during the weekly construction meetings.
1-10.3 Traffic Control Labor, Procedures, and Devices
Section 1-10.3 is supplemented as follows:
(******)
At the end of each working day, provisions shall be made for the safe passage of traffic and pedestrians
during non-working hours.
Barricades shall be reflectorized as specified in Part VI of the MUTCD, and shall be 3M-diamond grade
or equivalent approved by the Engineer. Barricades shall also be equipped with flashers.
1-10.3(3)A Construction Signs
Section 1-10.3(3)A is supplemented as follows:
(******)
No separate pay item will be provided in the bid proposal for Class A or Class B construction signs. All
costs for the Work to provide Class A or Class B construction signs shall be included in the unit contract
price for the various other items of the Work in the bid proposal.
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1-11 RENTON SURVEYING STANDARDS
The following is a new section with new subsections:
(******)
1-11.1(1) Responsibility for Surveys
All surveys and survey reports shall be prepared under the direct supervision of a person registered to
practice land surveying under the provisions of Chapter 18.43 RCW.
All surveys and survey reports shall be prepared in accordance with the requirements established by
the Board of Registration for Professional Engineers and Land Surveyors under the provisions of
Chapter 18.43 RCW.
1-11.1(2) Survey Datum and Precision
The horizontal component of all surveys shall have as its coordinate base: The North American Datum
of 1983/91.
All horizontal control for projects must be referenced to or in conjunction with a minimum of two of
the City of Renton's Survey Control Network monuments. The source of the coordinate values used
will be shown on the survey drawing per RCW 58.09.070.
The horizontal component of all surveys shall meet or exceed the closure requirements of WAC 332-
130-060. The control base lines for all surveys shall meet or exceed the requirements for a Class A
survey revealed in Table 2 of the Minimum Standard Detail Requirements for ALTA/ACSM Land Title
Surveys jointly established and adopted by ALTA and ACSM in 1992 or comparable classification in
future editions of said document. The angular and linear closure and precision ratio of traverses used
for survey control shall be revealed on the face of the survey drawing, as shall the method of
adjustment.
The horizontal component of the control system for surveys using global positioning system
methodology shall exhibit at least 1 part in 50,000 precision in line length dependent error analysis at
a 95 percent confidence level and performed pursuant to Federal Geodetic Control Subcommittee
Standards for GPS control surveys as defined in Geometric Geodetic Accuracy Standards &
Specifications for Using GPS Relative Positioning Techniques dated August 1, 1989, or comparable
classification in future editions of said document.
The vertical component of all surveys shall be based on NAVD 1988, the North American Vertical
Datum of 1988, and tied to at least one of the City of Renton Survey Control Network benchmarks. If
there are two such benchmarks within 3000 feet of the project site a tie to both shall be made. The
benchmark(s) used will be shown on the drawing. If a City of Renton benchmark does not exist within
3000 feet of a project, one must be set on or near the project in a permanent manner that will remain
intact throughout the duration of the project. Source of elevations (benchmark) will be shown on the
drawing, as well as a description of any benchmarks established.
1-11.1(3) Subdivision Information
Those surveys dependent on section subdivision shall reveal the controlling monuments used and the
subdivision of the applicable quarter section.
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Those surveys dependent on retracement of a plat or short plat shall reveal the controlling
monuments, measurements, and methodology used in that retracement.
1-11.1(4) Field Notes
Field notes shall be kept in conventional format in a standard bound field book with waterproof pages.
In cases where an electronic data collector is used field notes must also be kept with a sketch and a
record of control and base line traverses describing station occupations and what measurements were
made at each point.
Every point located or set shall be identified by a number and a description. Point numbers shall be
unique within a complete job. The preferred method of point numbering is field notebook, page and
point set on that page. Example: The first point set or found on page 16 of field book 348 would be
identified as Point No. 348.16.01, the second point would be 348.16.02, etc.
Upon completion of a City of Renton project, either the field notebook(s) provided by the City or the
original field notebook(s) used by the Surveyor will be given to the City. For all other Work, Surveyors
will provide a copy of the notes to the City upon request. In those cases where an electronic data
collector is used, a hard copy print out in ASCII text format will accompany the field notes.
1-11.1(5) Corners and Monuments
Corner: A point on a land boundary, at the juncture of two or more boundary lines. A monument is
usually set at such points to physically reference a corner's location on the ground.
Monument: Any physical object or structure of record, which marks or accurately references:
• A corner or other survey point established by or under the supervision of an individual per
Section 1-11.1(1) and any corner or monument established by the General Land Office and its
successor the Bureau of Land Management including section subdivision corners down to and
including one-sixteenth corners; and
• Any permanently monumented boundary, right-of-way alignment, or horizontal and vertical
control points established by any governmental agency or private surveyor including street
intersections but excluding dependent interior lot corners.
1-11.1(6) Control or Base Line Survey
Control or Base Line Surveys shall be established for all construction projects that will create
permanent structures such as roads, sidewalks, bridges, utility lines or appurtenances, signal or light
poles, or any non-single family building. Control or Base Line Surveys shall consist of such number of
permanent monuments as are required such that every structure may be observed for staking or "as-
builting" while occupying one such monument and sighting another such monument. A minimum of
two of these permanent monuments shall be existing monuments, recognized and on record with the
City of Renton. The Control or Base Line Survey shall occupy each monument in turn, and shall satisfy
all applicable requirements of Section 1-11.1 herein.
The drawing depicting the survey shall be neat, legible, and drawn to an appropriate scale. North
orientation should be clearly presented and the scale shown graphically as well as noted. The drawing
must be of such quality that a reduction thereof to one-half original scale remains legible.
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If recording of the survey with the King County Recorder is required, it will be prepared on 18 inch by
24 inch mylar and will comply with all provisions of Chapter 58.09 RCW. A photographic mylar of the
drawing will be submitted to the City of Renton and, upon their review and acceptance per the specific
requirements of the project, the original will be recorded with the King County Recorder.
If recording is not required, the survey drawing shall be prepared on 22 inch by 34 inch mylar, and the
original or a photographic mylar thereof will be submitted to the City of Renton.
The survey drawings shall meet or exceed the requirements of WAC 332-130-050 and shall conform
to the City of Renton's Drafting Standards. American Public Works Association symbols shall be used
whenever possible, and a legend shall identify all symbols used if each point marked by a symbol is
not described at each use.
An electronic listing of all principal points shown on the drawing shall be submitted with each drawing.
The listing should include the point number designation (corresponding with that in the field notes),
a brief description of the point, and northing, easting, and elevation (if applicable) values, all in ASCII
format, on IBM PC compatible media.
1-11.1(7) Precision Levels
Vertical Surveys for the establishment of benchmarks shall satisfy all applicable requirements of
Sections 1-05 and 1-11.1.
Vertical surveys for the establishment of benchmarks shall meet or exceed the standards,
Specifications and procedures of third order elevation accuracy established by the Federal Geodetic
Control Committee.
Benchmarks must possess both permanence and vertical stability. Descriptions of benchmarks must
be complete to insure both recoverability and positive identification on recovery.
1-11.1(8) Radial and Station -- Offset Topography
Topographic surveys shall satisfy all applicable requirements of Section 1-11.1 herein.
All points occupied or back sighted in developing radial topography or establishing baselines for
station-offset topography shall meet the requirements of Section 1-11.1 herein.
The drawing and electronic listing requirements set forth in Section 1-11.1 herein shall be observed
for all topographic surveys.
1-11.1(9) Radial Topography
Elevations for the points occupied or back sighted in a radial topographic survey shall be determined
either by, 1) spirit leveling with misclosure not to exceed 0.1 feet or Federal Geodetic Control
Committee third order elevation accuracy Specifications, OR 2) trigonometric leveling with elevation
differences determined in at least two directions for each point and with misclosure of the circuit not
to exceed 0.1 feet.
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1-11.1(10) Station--Offset Topography
Elevations of the baseline and topographic points shall be determined by spirit leveling and shall
satisfy Federal Geodetic Control Committee Specifications as to the turn points and shall not exceed
0.1 foot's error as to side shots.
1-11.1(11) As-Built Survey
All improvements required to be "as-built" (post construction survey) per City of Renton Codes, TITLE
4 Building Regulations and TITLE 9 Public Ways and Property, must be located both horizontally and
vertically by a Radial survey or by a Station offset survey. The "as-built" survey must be based on the
same base line or control survey used for the construction staking survey for the improvements being
"as-built". The "as-built" survey for all subsurface improvements should occur prior to backfilling.
Close cooperation between the installing Contractor and the "as-builting" surveyor is therefore
required.
All "as-built" surveys shall satisfy the requirements of Section 1-11.1(1) herein, and shall be based
upon control or base line surveys made in conformance with these Specifications.
The field notes for "as-built" shall meet the requirements of Section 1-11.1(4) herein, and submitted
with stamped and signed "as-built" drawings which includes a statement certifying the accuracy of the
"as-built".
The drawing and electronic listing requirements set forth in Section 1-11.1(6) herein shall be observed
for all "as-built" surveys.
1-11.1(12) Monument Setting and Referencing
All property or lot corners, as defined in 1-11.1(5), established or reestablished on a plat or other
recorded survey shall be referenced by a permanent marker at the corner point per 1-11.2(1). In
situations where such markers are impractical or in danger of being destroyed, e.g., the front corners
of lots, a witness marker shall be set. In most cases, this will be the extension of the lot line to a tack
in lead in the curb. The relationship between the witness monuments and their respective corners
shall be shown or described on the face of the plat or survey of record, e.g., “Tacks in lead on the
extension of the lot side lines have been set in the curbs on the extension of said line with the curb."
In all other cases the corner shall meet the requirements of Section 1-11.2(1) herein.
All non-corner monuments, as defined in 1-11.1(5), shall meet the requirements of Section 1-11.2(2)
herein. If the monument falls within a paved portion of a right-of-way or other area, the monument
shall be set below the ground surface and contained within a lidded case kept separate from the
monument and flush with the pavement surface, per Section 1-11.2(3).
In the case of right-of-way centerline monuments all points of curvature (PC), points of tangency (PT),
street intersections, center points of cul-de-sacs shall be set. If the point of intersection (PI) for the
tangents of a curve fall within the paved portion of the right-of-way, a monument can be set at the PI
instead of the PC and PT of the curve.
For all non corner monuments set while under contract to the City of Renton or as part of a City of
Renton approved subdivision of property, a City of Renton Monument Card (furnished by the city)
identifying the monument; point of intersection (PI), point of tangency (PT), point of curvature (PC),
one-sixteenth corner, Plat monument, street intersection, etc., complete with a description of the
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monument, a minimum of two reference points and NAD 83/91 coordinates, and NAVD 88 elevation
shall be filled out and filed with the city.
1-11.2 Materials
1-11.2(1) Property/Lot Corners
Corners per 1-11.1(5) shall be marked in a permanent manner such as 1/2 inch diameter rebar 24
inches in length, durable metal plugs or caps, tack in lead, etc., and permanently marked or tagged
with the surveyor's identification number. The specific nature of the marker used can be determined
by the surveyor at the time of installation.
1-11.2(2) Monuments
Monuments per 1-11.1(5) shall meet the requirements as set forth in City of Renton Standard Plans
page H031 and permanently marked or tagged with the surveyor's identification number.
1-11.2(3) Monument Case and Cover
Materials shall meet the requirements of Section 9-22 and City of Renton Standard Plans page H031.
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DIVISION 2 EARTHWORK
2-01 CLEARING, GRUBBING, AND ROADSIDE CLEANUP
2-01.1 Description
Section 2-01.1 is supplemented as follows:
(******)
The limits of clearing and grubbing (construction limits) shall be defined as being the construction limit
lines as shown in the Plans. Where, in the opinion of the Engineer, any trees abutting or adjacent to
the limits of clearing and grubbing are damaged and require removal, the Contractor shall remove
such trees. Any trees flagged by the Engineer to remain within the clearing and grubbing limits shall
be left undamaged by the Contractor’s operations. Any flagged trees, which are damaged, shall be
replaced in kind at the Contractor’s expense.
Existing landscaping outside the construction limits, including but not limited to, sod, rockeries, beauty
bark, decorative gravel or rock, bushes, and shrubbery shall be protected from damage.
The property owners shall be responsible for removing and/or relocating irrigation equipment, trees,
shrubs, curbing, ornamental plants, and any other decorative landscaping materials within the
construction limits that they wish to save. The Contractor shall give property owners 10 days’ written
notice prior to removing landscaping materials. All landscaping materials that remain in the
construction limits after that time period shall be removed and disposed of, by the Contractor, in
accordance with Section 2-01 of the Standard Specifications, these Special Provisions, and the Plans.
The Contractor shall receive approval from the Engineer prior to removal.
2-01.2 Disposal of Usable Material and Debris
Section 2-01.2 is supplemented as follows:
(******)
The Contractor shall dispose of all debris by Disposal Method No. 2 – Waste Site.
2-01.3(1) Clearing
Section 2-01.3(1) is supplemented as follows:
(******)
8. Remove shrubs, hedges, and/or bushes and associated stumps where noted in the plans.
9. Trim all shrubs, hedges, and/or bushes to be left standing to the height specified by the
Engineer, neatly cutting all limbs close to the hunk.
2-02 REMOVAL OF STRUCTURE AND OBSTRUCTIONS
2-02.1 Description
Section 2-02.1 is supplemented with the following:
(******)
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Removal of Structures and Obstructions
The Contractor shall remove and dispose of all items shown on the site preparation plans, utility
plans and other removals necessary to complete the work. The following partial list of items to
be removed, disposed, salvaged and/or modified is provided for the convenience of the
contractor. The contractor shall review the plans, specifications and project site to verify other
items to be removed:
Sheet Station/Offset Structure/Obstruction Quantity
SCHEDULE A
46-64 Various Locations,
See plans
Catch Basin 8 EA
46-64 Various Locations,
See plans
Storm Sewer Pipe 336 LF
10-13 Various Locations,
See plans
Fence (varying height and
material)
1120 LF
10-13 Various Locations,
See plans
Remove Gate 2 EA
10-13 Station 70+75 –
72+00, RT
Remove and Rebuild
Rockery behind ROW line to
match existing rockery
75 LF
10-13 Station 73+05 Sawcut concrete block wall
and remove fence on top of
wall as necessary to install
new facilities.
1 Location
17-19 Station 13+55 RT Remove section of existing
wood fence to install new
sidewalk. Install new wood
fence materials per plans to
match existing conditions.
1 Location
20-23 Station 72+05 RT
and 75+08 LT,
Salvage pavers and rebuild
existing walkways behind
ROW line as required to
match existing conditions.
2 Location
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20-23 Station 78+05 RT Relocate fence post and
existing chain link fence
behind new sidewalk.
1 Location
2-02.3(3) Removal of Pavement, Sidewalks, Curbs, and Gutters
Section 2-02.3(3) is revised and supplemented as follows:
(******)
Item “1” is revised as follows:
In removing pavement, sidewalks, driveways, and curbs, the Contractor shall haul broken-up pieces to
some off-project site.
The section is supplemented as follows:
When an area where pavement, sidewalk, or driveway has been removed is to be opened to traffic
before pavement patching has been completed, temporary mix asphalt concrete patch shall be
required. Temporary patching shall be placed to a minimum depth of 2 inches immediately after
backfilling and compaction are complete, and before the road is opened to traffic. MC cold mix or MC
hot mix shall be used at the discretion of the Engineer.
2-03 ROADWAY EXCAVATION AND EMBANKMENT
2-03.3 Construction Requirements
Section 2-03.3 is supplemented by adding the following:
(******)
Roadway excavation shall include the removal of all materials excavated from within the limits shown
on the Plans. Suitable excavated material shall be used for embankments, while surplus excavated
material or unsuitable material shall be disposed of by the Contractor.
Earthwork quantities and changes will be computed, either manually or by means of electronic data
processing equipment, by use of the average end area method. Any changes to the proposed Work
as directed by the Engineer that would alter these quantities shall be calculated by the Engineer and
submitted to the Contractor for his review and verification.
Any excavation or embankment beyond the limits indicated in the Plans, unless ordered by the
Engineer, shall not be paid for. All Work and material required to return these areas to their original
conditions, as directed by the Engineer, shall be provided by the Contractor at his sole expense.
All areas shall be excavated, filled, and/or backfilled as necessary to comply with the grades shown on
the Plans. In filled and backfilled areas, fine grading shall begin during the placement and the
compaction of the final layer. In cut sections, fine grading shall begin within the final six (6) inches of
cut. Final grading shall produce a surface, which is smooth and even, without abrupt changes in grade.
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Excavation for curbs and gutters shall be accomplished by cutting accurately to the cross sections,
grades and elevations shown. Care shall be taken not to excavate below the specified grades. The
Contractor shall maintain all excavations free from detrimental quantities of leaves, brush, sticks,
trash, and other debris until final acceptance of the Work.
Following removal of topsoil or excavation to grade, and before placement of fills or base course, the
subgrade under the roadway shall be proof-rolled to identify any soft or loose areas which may
warrant additional compaction or excavation and replacement.
The Contractor shall provide temporary drainage or protection to keep the subgrade free from
standing water.
Acceptable excavated native soils shall be used for fill in the area requiring fills. Care shall be taken to
place excavated material at the optimum moisture content to achieve the specified compaction. Any
native material used for fill shall be free of organics and debris, and have a maximum particle size of 6
inches.
It shall be the responsibility of the Contractor to prevent the native materials from becoming saturated
with water. The measures may include sloping to drain, compacting the native materials, and diverting
runoff away from the materials. If the Contractor fails to take such preventative measures, any costs
or delay related to drying the materials shall be at his own expense.
If the native materials become saturated, it shall be the responsibility of the Contractor to dry the
materials, to the optimum moisture content. If sufficient acceptable native soils are not available to
complete construction of the roadway embankment, Gravel Borrow shall be used.
If subgrade trimmer is not required on the project, all portions of Section 2-03 shall apply as though a
subgrade trimmer were specified.
If sufficient acceptable native soils, as determined by the Engineer, are not available to complete
construction of the roadway embankment, Gravel Borrow meeting the requirements of Section 9-
03.14 of the Standard Specifications, shall be used.
2-04 HAUL
2-04.5 Payment
Section 2-04.5 is revised and supplemented as follows:
(******)
All costs for the hauling of material to, from, or on the job site shall be considered incidental to and
included in the unit price of other units of Work.
2-06 SUBGRADE PREPARATION
Add the following new section:
2-06.3(3) Subgrade for Permeable Pavements
(******)
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Before placing permeable ballast for Porous HMA/WMA, 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 at least 90 percent, but not more than 92 percent, of the maximum density as determined
by the compaction control tests described in Section 2-03.3(14)D. Two (2) density tests will be
conducted for every 5,000 square feet of prepared subgrade; or four (4) tests per 200 lineal feet of
roadway or sidewalk. All subgrade shall be firm and unyielding as determined by the Engineer.
The Contractor shall take measures to protect the prepared and approved subgrade from traffic, water
run-on, standing water, or other damage. Subgrade that has been over compacted, shall be scarified
to a minimum depth of eight (8) inches and recompacted.
Material used to protect the Subgrade from traffic or provide access to adjacent facilities shall be
removed and the subgrade compacted prior to placing geotextile, if used and/or permeable ballast.
2-06.5 Measurement and Payment
Section 2-06.5 is supplemented by adding the following:
(******)
Subgrade preparation and maintenance including watering shall be considered as incidental to the
construction and all costs thereof shall be included in the appropriate unit or lump sum contract bid
prices.
2-09 STRUCTURE EXCAVATION
2-09.1 Description
Section 2-09.1 is supplemented by adding the following:
(******)
This Work also includes the excavation, haul, and disposal of all unsuitable materials such as peat,
muck, swampy or unsuitable materials, including buried logs and stumps.
2-09.3(1)D Disposal of Excavated Material
Section 2-09.3(1)D is revised as follows:
(******)
The second paragraph is replaced with:
All costs for disposing of excavated material within or external to the project limits shall be included
in the unit contract price for structure excavation, Class A or B.
The third paragraph is replaced with:
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, otherwise all such
disposal costs shall be considered incidental to the Work.
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2-09.4 Measurement
Section 2-09.4 is revised and supplemented as follows:
(******)
“Structure Excavation Class ___ Incl Haul,” shall not be measured.
2-09.5 Payment
Section 2-09.5 is revised and supplemented as follows:
(******)
Payment will not be considered for “Structure Excavation Class __ Incl. Haul,” and shall be considered
incidental to unit bid price of other items of work.
When gravel backfill is paid by the ton, the Contractor shall take care to assure to the satisfaction of
the Engineer that such per ton backfill is only being used for the specified purpose and not for
purposes where backfill is incidental or being paid by cubic yard. Evidence that per ton gravel backfill
is not being used for its designated purpose shall be grounds for the Engineer to deny payment for
such load tickets.
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DIVISION 4 BASES
4-04 Ballast and Crushed Surfacing
4-04.3(5) Shaping and Compaction
Section 4-04.3(5) is supplemented with the following:
(******)
Immediately following spreading and final shaping each layer of surfacing shall be lightly
compacted in one lift until no visible movement of aggregate is observed resulting in a firm and
unyielding condition, as determined by the Engineer.
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DIVISION 5 SURFACE TREATMENTS AND PAVEMENTS
5-04 HOT MIX ASPHALT
(******)
Delete Section 5-04 and amendments, Hot Mix Asphalt and replace it with the following:
5-04.1 Description
This Work shall consist 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
warm mix asphalt (WMA) processes in accordance with these Specifications. WMA processes include
organic additives, chemical additives, and foaming.
HMA shall be composed of asphalt binder and mineral materials as may be required, mixed in the
proportions specified to provide a homogeneous, stable, and workable mixture.
5-04.2 Materials
Materials shall meet the requirements of the following sections:
Asphalt Binder 9-02.1(4)
Cationic Emulsified Asphalt 9-02.1(6)
Anti-Stripping Additive 9-02.4
HMA Additive 9-02.5
Aggregates 9-03.8
Recycled Asphalt Pavement 9-03.8(3)B
Mineral Filler 9-03.8(5)
Recycled Material 9-03.21
Portland Cement 9-01
Sand 9-03.1(2) (As noted in 5-04.3(5)C for crack sealing)
Joint Sealant 9-04.2
Foam Backer Rod 9-04.2(3)A
The Contract documents may establish that the various mineral materials required for the
manufacture of HMA will be furnished in whole or in part by the Contracting Agency. If the documents
do not establish the furnishing of any of these mineral materials by the Contracting Agency, the
Contractor shall be required to furnish such materials in the amounts required for the designated mix.
Mineral materials include coarse and fine aggregates, and mineral filler.
The Contractor may choose to utilize recycled asphalt pavement (RAP) in the production of HMA. The
RAP may be from pavements removed under the Contract, if any, or pavement material from an
existing stockpile.
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The Contractor may use up to 20 percent RAP by total weight of HMA with no additional sampling or
testing of the RAP. The RAP shall be sampled and tested at a frequency of one sample for every 1,000
tons produced and not less than ten samples per project. The asphalt content and gradation test data
shall be reported to the Contracting Agency when submitting the mix design for approval on the QPL.
The Contractor shall include the RAP as part of the mix design as defined in these Specifications.
The grade of asphalt binder shall be as required by the Contract. Blending of asphalt binder from
different sources is not permitted.
The Contractor may only use warm mix asphalt (WMA) processes in the production of HMA with 20
percent or less RAP by total weight of HMA. The Contractor shall submit to the Engineer for approval
the process that is proposed and how it will be used in the manufacture of HMA.
Production of aggregates shall comply with the requirements of Section 3-01.
Preparation of stockpile site, the stockpiling of aggregates, and the removal of aggregates from
stockpiles shall comply with the requirements of Section 3-02.
5-04.2(1) How to Get an HMA Mix Design on the QPL
If the contractor wishes to submit a mix design for inclusion in the Qualified Products List (QPL), please
follow the WSDOT process outlined in Standard Specification 5-04.2(1).
5-04.2(1)A Vacant
5-04.2(2) Mix Design – Obtaining Project Approval
No paving shall begin prior to the approval of the mix design by the Engineer.
Nonstatistical evaluation will be used for all HMA not designated as Commercial HMA in the contract
documents.
Commercial evaluation will be used for Commercial HMA and for other classes of HMA in the following
applications: sidewalks, road approaches, ditches, slopes, paths, trails, gores, prelevel, and pavement
repair. Other nonstructural applications of HMA accepted by commercial evaluation shall be as
approved by the Project Engineer. Sampling and testing of HMA accepted by commercial evaluation
will be at the option of the Project Engineer. The Proposal quantity of HMA that is accepted by
commercial evaluation will be excluded from the quantities used in the determination of nonstatistical
evaluation.
Nonstatistical Mix Design. Fifteen days prior to the first day of paving the contractor shall provide one
of the following mix design verification certifications for Contracting Agency review;
The WSDOT Mix Design Evaluation Report from the current WSDOT QPL, or one of the mix design
verification certifications listed below.
The proposed HMA mix design on WSDOT Form 350-042 with the seal and certification (stamp & sig-
nature) of a valid licensed Washington State Professional Engineer.
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The Mix Design Report for the proposed HMA mix design developed by a qualified City or County
laboratory that is within one year of the approval date.**
The mix design shall be performed by a lab accredited by a national authority such as Laboratory
Accreditation Bureau, L-A-B for Construction Materials Testing, The Construction Materials
Engineering Council (CMEC’s) ISO 17025 or AASHTO Accreditation Program (AAP) and shall supply
evidence of participation in the AASHTO: resource proficiency sample program.
Mix designs for HMA accepted by Nonstatistical evaluation shall;
Have the aggregate structure and asphalt binder content determined in accordance with WSDOT
Standard Operating Procedure 732 and meet the requirements of Sections 9-03.8(2), except that
Hamburg testing for ruts and stripping are at the discretion of the Engineer, and 9-03.8(6).
Have anti-strip requirements, if any, for the proposed mix design determined in accordance with
AASHTO T 283 or T 324, or based on historic anti-strip and aggregate source compatibility from
previous WSDOT lab testing.
At the discretion of the Engineer, agencies may accept verified mix designs older than 12 months from
the original verification date with a certification from the Contractor that the materials and sources
are the same as those shown on the original mix design.
Commercial Evaluation Approval of a mix design for “Commercial Evaluation” will be based on a
review of the Contractor’s submittal of WSDOT Form 350-042 (For commercial mixes, AASHTO T 324
evaluation is not required) or a Mix Design from the current WSDOT QPL or from one of the processes
allowed by this section. Testing of the HMA by the Contracting Agency for mix design approval is not
required.
For the Bid Item Commercial HMA, the Contractor shall select a class of HMA and design level of
Equivalent Single Axle Loads (ESAL’s) appropriate for the required use.
5-04.2(2)B Using Warm Mix Asphalt Processes
The Contractor may 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 more than allowed in Section 5-
04.3(6) in the production of 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.
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Do not place HMA on any wet surface, or when the average surface temperatures are less than those
specified below, or when weather conditions otherwise prevent the proper handling or finishing of
the HMA.
Minimum Surface Temperature for Paving
Compacted Thickness
(Feet) Wearing Course Other Courses
Less than 0.10 55◦F 45◦F
0.10 to .20 45◦F 35◦F
More than 0.20 35◦F 35◦F
5-04.3(2) Paving Under Traffic
When the Roadway being paved is open to traffic, the requirements of this Section shall apply.
The Contractor shall keep intersections open to traffic at all times except when paving the intersection
or paving across the intersection. During such time, and provided that there has been an advance
warning to the public, the intersection may be closed for the minimum time required to place and
compact the mixture. 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.
Before closing an intersection, advance warning signs shall be placed and signs shall also be placed
marking the detour or alternate route.
During paving operations, temporary pavement markings shall be maintained throughout the project.
Temporary pavement markings shall be installed on the Roadway prior to opening to traffic. Temporary
pavement markings shall be in accordance with Section 8-23.
All costs in connection with performing the Work in accordance with these requirements, except the
cost of temporary pavement markings, shall be included in the unit Contract prices for the various Bid
items involved in the Contract.
5-04.3(3) Equipment
5-04.3(3)A Mixing Plant
Plants used for the preparation of HMA shall conform to the following requirements:
1. Equipment for Preparation of Asphalt Binder – Tanks for the storage of asphalt binder shall
be equipped to heat and hold the material at the required temperatures. The heating shall be
accomplished by steam coils, electricity, or other approved means so that no flame shall be in
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contact with the storage tank. The circulating system for the asphalt binder shall be designed
to ensure proper and continuous circulation during the operating period. A valve for the
purpose of sampling the asphalt binder shall be placed in either the storage tank or in the
supply line to the mixer.
2. Thermometric Equipment – An armored thermometer, capable of detecting temperature
ranges expected in the HMA mix, shall be fixed in the asphalt binder feed line at a location
near the charging valve at the mixer unit. The thermometer location shall be convenient and
safe for access by Inspectors. The plant shall also be equipped with an approved dial-scale
thermometer, a mercury actuated thermometer, an electric pyrometer, or another approved
thermometric instrument placed at the discharge chute of the drier to automatically register
or indicate the temperature of the heated aggregates. This device shall be in full view of the
plant operator.
3. Heating of Asphalt Binder – The temperature of the asphalt binder shall not exceed the
maximum recommended by the asphalt binder manufacturer nor shall it be below the
minimum temperature required to maintain the asphalt binder in a homogeneous state. The
asphalt binder shall be heated in a manner that will avoid local variations in heating. The
heating method shall provide a continuous supply of asphalt binder to the mixer at a uniform
average temperature with no individual variations exceeding 25°F. Also, when a WMA additive
is included in the asphalt binder, the temperature of the asphalt binder shall not exceed the
maximum recommended by the manufacturer of the WMA additive.
4. Sampling and Testing of Mineral Materials – The HMA plant shall be equipped with a
mechanical sampler for the sampling of the mineral materials. The mechanical sampler shall
meet the requirements of Section 1-05.6 for the crushing and screening operation. The
Contractor shall provide for the setup and operation of the field testing facilities of the
Contracting Agency as provided for in Section 3-01.2(2).
5. Sampling HMA – The HMA plant shall provide for sampling HMA by one of the following
methods:
a. A mechanical sampling device attached to the HMA plant.
b. Platforms or devices to enable sampling from the hauling vehicle without entering the
hauling vehicle.
5-04.3(3)B Hauling Equipment
Trucks used for hauling HMA shall have tight, clean, smooth metal beds and shall have a cover of
canvas or other suitable material of sufficient size to protect the mixture from adverse weather.
Whenever the weather conditions during the work shift include, or are forecast to include,
precipitation or an air temperature less than 45°F or when time from loading to unloading exceeds 30
minutes, the cover shall be securely attached to protect the HMA.
The contractor shall provide an environmentally benign means to prevent the HMA mixture from
adhering to the hauling equipment. Excess release agent shall be drained prior to filling hauling
equipment with HMA. Petroleum derivatives or other coating material that contaminate or alter the
characteristics of the HMA shall not be used. For live bed trucks, the conveyer shall be in operation
during the process of applying the release agent.
5-04.3(3)C Pavers
HMA pavers shall be self-contained, power-propelled units, provided with an internally heated
vibratory screed and shall be capable of spreading and finishing courses of HMA plant mix material in
lane widths required by the paving section shown in the Plans.
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The HMA paver shall be in good condition and shall have the most current equipment available from
the manufacturer for the prevention of segregation of the HMA mixture installed, in good condition,
and in working order. The equipment certification shall list the make, model, and year of the paver
and any equipment that has been retrofitted.
The screed shall be operated in accordance with the manufacturer’s recommendations and shall
effectively produce a finished surface of the required evenness and texture without tearing, shoving,
segregating, or gouging the mixture. A copy of the manufacturer’s recommendations shall be provided
upon request by the Contracting Agency. Extensions will be allowed provided they produce the same
results, including ride, density, and surface texture as obtained by the primary screed. Extensions
without augers and an internally heated vibratory screed shall not be used in the Traveled Way.
When specified in the Contract, reference lines for vertical control will be required. Lines shall be
placed on both outer edges of the Traveled Way of each Roadway. Horizontal control utilizing the
reference line will be permitted. The grade and slope for intermediate lanes shall be controlled
automatically from reference lines or by means of a mat referencing device and a slope control device.
When the finish of the grade prepared for paving is superior to the established tolerances and when,
in the opinion of the 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 the 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.
The Contractor shall furnish and install all pins, brackets, tensioning devices, wire, and accessories
necessary for satisfactory operation of the automatic control equipment.
If the paving machine in use is not providing the required finish, the Engineer may suspend Work as
allowed by Section 1-08.6. Any cleaning or solvent type liquids spilled on the pavement shall be
thoroughly removed before paving proceeds.
5-04.3(3)D Material Transfer Device or Material Transfer Vehicle
A Material Transfer Device/Vehicle (MTD/V) shall only be used with the Engineer’s approval, unless
other-wise required by the contract.
Where an MTD/V is required by the contract, the Engineer may approve paving without an MTD/V, at
the request of the Contractor. The Engineer will determine if an equitable adjustment in cost or time
is due.
When used, the MTD/V shall mix the HMA after delivery by the hauling equipment and prior to
laydown by the paving machine. Mixing of the HMA shall be sufficient to obtain a uniform temperature
throughout the mixture. If a windrow elevator is used, the length of the windrow may be limited in
urban areas or through intersections, at the discretion of the Engineer.
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.
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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.
5-04.3(3)E Rollers
Rollers shall be of the steel wheel, vibratory, oscillatory, or pneumatic tire type, in good condition and
capable of reversing without backlash. Operation of the roller shall be in accordance with the
manufacturer’s recommendations. When ordered by the Engineer for any roller planned for use on
the project, the Contractor shall provide a copy of the manufacturer’s recommendation for the use of
that roller for compaction of HMA. The number and weight of rollers shall be sufficient to compact
the mixture in compliance with the requirements of Section 5-04.3(10). The use of equipment that
results in crushing of the aggregate will not be permitted. Rollers producing pickup, washboard,
uneven compaction of the surface, displacement of the mixture or other undesirable results shall not
be used.
5-04.3(4) Preparation of Existing Paved Surfaces
When the surface of the existing pavement or old base is irregular, the Contractor shall bring it to a
uniform grade and cross-section as shown on the Plans or approved by the Engineer.
Preleveling of uneven or broken surfaces over which HMA is to be placed may be accomplished by
using an asphalt paver, a motor patrol grader, or by hand raking, as approved by the Engineer.
Compaction of preleveling HMA shall be to the satisfaction of the Engineer and may require the use
of small steel wheel rollers, plate compactors, or pneumatic rollers to avoid bridging across preleveled
areas by the compaction equipment. Equipment used for the compaction of preleveling HMA shall be
approved by the Engineer.
Before construction of HMA on an existing paved surface, the entire surface of the pavement shall be
clean. All fatty asphalt patches, grease drippings, and other objectionable matter shall be entirely
removed from the existing pavement. All pavements or bituminous surfaces shall be thoroughly
cleaned of dust, soil, pavement grindings, and other foreign matter. All holes and small depressions
shall be filled with an appropriate class of HMA. The surface of the patched area shall be leveled and
compacted thoroughly. Prior to the application of tack coat, or paving, the condition of the surface
shall be approved by the Engineer.
A tack coat of asphalt shall be applied to all paved surfaces on which any course of HMA is to be placed
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or abutted; except that tack coat may be omitted from clean, newly paved surfaces at the discretion
of the Engineer. Tack coat shall be uniformly applied to cover the existing pavement with a thin film of
residual asphalt free of streaks and bare spots at a rate between 0.02 and 0.10 gallons per square yard
of retained asphalt. The rate of application shall be approved by the Engineer. A heavy application of
tack coat shall be applied to all joints. For Roadways open to traffic, the application of tack coat shall
be limited to surfaces that will be paved during the same working shift. The spreading equipment shall
be equipped with a thermometer to indicate the temperature of the tack coat material.
Equipment shall not operate on tacked surfaces until the tack has broken and cured. If the Contractor’s
operation damages the tack coat it shall be repaired prior to placement of the HMA.
The tack coat shall be CSS-1, or CSS-1h emulsified asphalt. The CSS-1 and CSS-1h emulsified asphalt
may be diluted once with water at a rate not to exceed one part water to one part emulsified asphalt.
The tack coat shall have sufficient temperature such that it may be applied uniformly at the specified
rate of application and shall not exceed the maximum temperature recommended by the emulsified
asphalt manufacturer.
5-04.3(4)A Crack Sealing
5-04.3(4)A1 General
When the Proposal includes a pay item for crack sealing, seal all cracks ¼ inch in width and greater.
Cleaning: Ensure that cracks are thoroughly clean, dry and free of all loose and foreign material when
filling with crack sealant material. Use a hot compressed air lance to dry and warm the pavement
surfaces within the crack immediately prior to filling a crack with the sealant material. Do not overheat
pavement. Do not use direct flame dryers. Routing cracks is not required.
Sand Slurry: For cracks that are to be filled with sand slurry, thoroughly mix the components and pour
the mixture into the cracks until full. Add additional CSS-1 cationic emulsified asphalt to the sand slurry
as needed for workability to ensure the mixture will completely fill the cracks. Strike off the sand slurry
flush with the existing pavement surface and allow the mixture to cure. Top off cracks that were not
completely filled with additional sand slurry. Do not place the HMA overlay until the slurry has fully
cured.
The sand slurry shall consist of approximately 20 percent CSS-1 emulsified asphalt, approximately 2
percent portland cement, water (if required), and the remainder clean Class 1 or 2 fine aggregate per
section 9-03.1(2). The components shall be thoroughly mixed and then poured into the cracks and
joints until full. The following day, any cracks or joints that are not completely filled shall be topped
off with additional sand slurry. After the sand slurry is placed, the filler shall be struck off flush with
the existing pavement surface and allowed to cure. The HMA overlay shall not be placed until the
slurry has fully cured. The requirements of Section 1-06 will not apply to the portland cement and
sand used in the sand slurry.
In areas where HMA will be placed, use sand slurry to fill the cracks.
In areas where HMA will not be placed, fill the cracks as follows:
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1. Cracks ¼ inch to 1 inch in width - fill with hot poured sealant.
2. Cracks greater than 1 inch in width – fill with sand slurry.
Hot Poured Sealant: For cracks that are to be filled with hot poured sealant, apply the material in
accordance with these requirements and the manufacturer’s recommendations. Furnish a Type 1
Working Drawing of the manufacturer’s product information and recommendations to the Engineer
prior to the start of work, including the manufacturer’s recommended heating time and temperatures,
allowable storage time and temperatures after initial heating, allowable reheating criteria, and
application temperature range. Confine hot poured sealant material within the crack. Clean any
overflow of sealant from the pavement surface. If, in the opinion of the Engineer, the Contractor’s
method of sealing the cracks with hot poured sealant results in an excessive amount of material on
the pavement surface, stop and correct the operation to eliminate the excess material.
5-04.3(4)A2 Crack Sealing Areas Prior to Paving
In areas where HMA will be placed, use sand slurry to fill the cracks.
5-04.3(4)A3 Crack Sealing Areas Not to be Paved
In areas where HMA will not be placed, fill the cracks as follows:
A. Cracks ¼ inch to 1 inch in width - fill with hot poured sealant.
B. Cracks greater than 1 inch in width – fill with sand slurry.
5-04.3(4)B Vacant
5-04.3(4)C Pavement Repair
The Contractor shall excavate pavement repair areas and shall backfill these with HMA in accordance
with the details shown in the Plans and as marked in the field. The Contractor shall conduct the
excavation operations in a manner that will protect the pavement that is to remain. Pavement not
designated to be removed that is damaged as a result of the Contractor’s operations shall be repaired
by the Contractor to the satisfaction of the Engineer at no cost to the Contracting Agency. The
Contractor shall excavate only within one lane at a time unless approved otherwise by the Engineer.
The Contractor shall not excavate more area than can be completely finished during the same shift,
unless approved by the Engineer.
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, the existing pavement shall be sawcut or shall be removed by a pavement grinder.
Excavated materials will become the property of the Contractor and shall be disposed of in a
Contractor-provided site off the Right of Way or used in accordance with Sections 2-02.3(3) or 9-03.21.
Asphalt for tack coat shall be required as specified in Section 5-04.3(4). A heavy application of tack
coat shall be applied to all surfaces of existing pavement in the pavement repair area.
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Placement of the HMA backfill shall be accomplished in lifts not to exceed 0.35-foot compacted depth.
Lifts that exceed 0.35-foot of compacted depth may be accomplished with the approval of the
Engineer. Each lift shall be thoroughly compacted by a mechanical tamper or a roller.
5-04.3(5) Producing/Stockpiling Aggregates and RAP
Aggregates and RAP shall be stockpiled according to the requirements of Section 3-02. Sufficient
storage space shall be provided for each size of aggregate and RAP. Materials shall be removed from
stockpile(s) in a manner to ensure minimal segregation when being moved to the HMA plant for
processing into the final mixture. Different aggregate sizes shall be kept separated until they have been
delivered to the HMA plant.
5-04.3(5)A Vacant
5-04.3(6) Mixing
After the required amount of mineral materials, asphalt binder, recycling agent and anti-stripping
additives have been introduced into the mixer the HMA shall be mixed until complete and uniform
coating of the particles and thorough distribution of the asphalt binder throughout the mineral
materials is ensured.
When discharged, the temperature of the HMA shall not exceed the optimum mixing temperature by
more than 25°F as shown on the reference mix design report or as approved by the Engineer. Also,
when a WMA additive is included in the manufacture of HMA, the discharge temperature of the HMA
shall not exceed the maximum recommended by the manufacturer of the WMA additive. A maximum
water content of 2 percent in the mix, at discharge, will be allowed providing the water causes no
problems with handling, stripping, or flushing. If the water in the HMA causes any of these problems,
the moisture content shall be reduced as directed by the Engineer.
Storing or holding of the HMA in approved storage facilities will be permitted with approval of the
Engineer, but in no event shall the HMA be held for more than 24 hours. HMA held for more than 24
hours after mixing shall be rejected. Rejected HMA shall be disposed of by the Contractor at no
expense to the Contracting Agency. The storage facility shall have an accessible device located at the
top of the cone or about the third point. The device shall indicate the amount of material in storage.
No HMA shall be accepted from the storage facility when the HMA in storage is below the top of the
cone of the storage facility, except as the storage facility is being emptied at the end of the
working shift.
Recycled asphalt pavement (RAP) utilized in the production of HMA shall be sized prior to entering the
mixer so that a uniform and thoroughly mixed HMA is produced. If there is evidence of the recycled
asphalt pavement not breaking down during the heating and mixing of the HMA, the Contractor shall
immediately suspend the use of the RAP until changes have been approved by the Engineer. After the
required amount of mineral materials, RAP, new asphalt binder and asphalt rejuvenator have been
introduced into the mixer the HMA shall be mixed until complete and uniform coating of the particles
and thorough distribution of the asphalt binder throughout the mineral materials, and RAP is ensured.
5-04.3(7) Spreading and Finishing
The mixture shall be laid upon an approved surface, spread, and struck off to the grade and elevation
established. HMA pavers complying with Section 5-04.3(3) shall be used to distribute the mixture.
Unless otherwise directed by the Engineer, the nominal compacted depth of any layer of any course
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shall not exceed the following:
HMA Class 1” 0.35 feet
HMA Class ¾” and HMA Class ½”
wearing course 0.30 feet
other courses 0.35 feet
HMA Class ⅜” 0.15 feet
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, the material produced for each JMF shall
be placed by separate spreading and compacting equipment. The intermingling of HMA produced
from more than one JMF is prohibited. Each strip of HMA placed during a work shift shall conform to
a single JMF established for the class of HMA specified unless there is a need to make an adjustment
in the JMF.
5-04.3(8) Aggregate Acceptance Prior to Incorporation in HMA
For HMA accepted by nonstatistical evaluation the aggregate properties of sand equivalent,
uncompacted void content and fracture will be evaluated in accordance with Section 3-04. Sampling
and testing of aggregates for HMA accepted by commercial evaluation will be at the option of the
Engineer.
5-04.3(9) HMA Mixture Acceptance
Acceptance of HMA shall be as provided under nonstatistical, or commercial evaluation.
Nonstatistical evaluation will be used for the acceptance of HMA unless Commercial Evaluation is
specified.
Commercial evaluation will be used for Commercial HMA and for other classes of HMA in the following
applications: sidewalks, road approaches, ditches, slopes, paths, trails, gores, prelevel, temporary
pavement, and pavement repair. Other nonstructural applications of HMA accepted by commercial
evaluation shall be as approved by the Engineer. Sampling and testing of HMA accepted by commercial
evaluation will be at the option of the Engineer.
The mix design will be the initial JMF for the class of HMA. The Contractor may request a change in
the JMF. Any adjustments to the JMF will require the approval of the Engineer and may be made in
accordance with this section.
HMA Tolerances and Adjustments
1. Job Mix Formula Tolerances – The constituents of the mixture at the time of acceptance shall
be within tolerance. The tolerance limits will be established as follows:
For Asphalt Binder and Air Voids (Va), the acceptance limits are determined by adding the
tolerances below to the approved JMF values. These values will also be the Upper
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Specification Limit (USL) and Lower Specification Limit (LSL) required in Section 1-06.2(2)D2
Property Non-Statistical Evaluation Commercial Evaluation
Asphalt Binder +/- 0.5% +/- 0.7%
Air Voids, Va 2.5% min. and 5.5% max N/A
For Aggregates in the mixture:
a. First, determine preliminary upper and lower acceptance limits by applying the following
tolerances to the approved JMF.
Aggregate Percent
Passing
Non-Statistical
Evaluation
Commercial
Evaluation
1”, ¾”, ½”, and 3/8” sieves +/- 6% +/- 8%
No. 4 sieve +/-6% +/- 8%
No. 8 Sieve +/- 6% +/-8%
No. 200 sieve +/- 2.0% +/- 3.0%
b. Second, adjust the preliminary upper and lower acceptance limits determined from step
(a) the minimum amount necessary so that none of the aggregate properties are outside
the control points in Section 9-03.8(6). The resulting values will be the upper and lower
acceptance limits for aggregates, as well as the USL and LSL required in Section 1-
06.2(2)D2.
2. Job Mix Formula Adjustments – An adjustment to the aggregate gradation or asphalt binder
content of the JMF requires approval of the Engineer. Adjustments to the JMF will only be
considered if the change produces material of equal or better quality and may require the
development of a new mix design if the adjustment exceeds the amounts listed below.
a. Aggregates –2 percent for the aggregate passing the 1½″, 1″, ¾″, ½″, ⅜″, and the No. 4
sieves, 1 percent for aggregate passing the No. 8 sieve, and 0.5 percent for the aggregate
passing the No. 200 sieve. The adjusted JMF shall be within the range of the control points
in Section 9-03.8(6).
b. Asphalt Binder Content – The Engineer may order or approve changes to asphalt binder
content. The maximum adjustment from the approved mix design for the asphalt binder
content shall be 0.3 percent
5-04.3(9)A Vacant
5-04.3(9)B Vacant
5-04.3(9)C Mixture Acceptance – Nonstatistical Evaluation
HMA mixture which is accepted by Nonstatistical Evaluation will be evaluated by the Contracting
Agency by dividing the HMA tonnage into lots.
5-04.3(9)C1 Mixture Nonstatistical Evaluation – Lots and Sublots
A lot is represented by randomly selected samples of the same mix design that will be tested for
acceptance. A lot is defined as the total quantity of material or work produced for each Job Mix
Formula placed. Only one lot per JMF is expected. A sublot shall be equal to one day’s production or
800 tons, whichever is less except that the final sublot will be a minimum of 400 tons and may be
increased to 1200 tons.
All of the test results obtained from the acceptance samples from a given lot shall be evaluated
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collectively. If the Contractor requests a change to the JMF that is approved, the material produced
after the change will be evaluated on the basis of the new JMF for the remaining sublots in the current
lot and for acceptance of subsequent lots. For a lot in progress with a CPF less than 0.75, a new lot will
begin at the Contractor’s request after the Engineer is satisfied that material conforming to the
Specifications can be produced.
Sampling and testing for evaluation shall be performed on the frequency of one sample per sublot.
5-04.3(9)C2 Mixture Nonstatistical Evaluation Sampling
Samples for acceptance testing shall be obtained by the Contractor when ordered by the Engineer.
The Contractor shall sample the HMA mixture in the presence of the Engineer and in accordance with
AASH-TO T 168. A minimum of three samples should be taken for each class of HMA placed on a
project. If used in a structural application, at least one of the three samples shall to be tested.
Sampling and testing HMA in a Structural application where quantities are less than 400 tons is at the
discretion of the Engineer.
For HMA used in a structural application and with a total project quantity less than 800 tons but more
than 400 tons, a minimum of one acceptance test shall be performed. In all cases, a minimum of 3
samples will be obtained at the point of acceptance, a minimum of one of the three samples will be
tested for conformance to the JMF:
• If the test results are found to be within specification requirements, additional testing will be
at the Engineer’s discretion.
• If test results are found not to be within specification requirements, additional testing of the
remaining samples to determine a Composite Pay Factor (CPF) shall be performed.
5-04.3(9)C3 Mixture Nonstatistical Evaluation – Acceptance Testing
Testing of HMA for compliance of Va will at the option of the Contracting Agency. If tested, compliance
of Va will use WSDOT SOP 731.
Testing for compliance of asphalt binder content will be by WSDOT FOP for AASHTO T 308.
Testing for compliance of gradation will be by FOP for WAQTC T 27/T 11.
5-04.3(9)C4 Mixture Nonstatistical Evaluation – Pay Factors
For each lot of material falling outside the tolerance limits in 5-04.3(9), the Contracting Agency will
determine a Composite Pay Factor (CPF) using the following price adjustment factors:
Table of Price Adjustment Factors
Constituent Factor
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“f”
All aggregate passing: 1½″, 1″, ¾″, ½″, ⅜″ and
No.4 sieves
2
All aggregate passing No. 8 sieve 15
All aggregate passing No. 200 sieve 20
Asphalt binder 40
Air Voids (Va) (where applicable) 20
Each lot of HMA produced under Nonstatistical Evaluation and having all constituents falling within
the tolerance limits of the job mix formula shall be accepted at the unit Contract price with no further
evaluation. When one or more constituents fall outside the nonstatistical tolerance limits in the Job
Mix Formula shown in Table of Price Adjustment Factors, the lot shall be evaluated in accordance with
Section 1-06.2 to determine the appropriate CPF. The nonstatistical tolerance limits will be used in the
calculation of the CPF and the maximum CPF shall be 1.00. When less than three sublots exist, backup
samples of the existing sublots or samples from the Roadway shall be tested to provide a minimum of
three sets of results for evaluation.
5-04.3(9)C5 Vacant
5-04.3(9)C6 Mixture Nonstatistical Evaluation – Price Adjustments
For each lot of HMA mix produced under Nonstatistical Evaluation when the calculated CPF is less than
1.00, a Nonconforming Mix Factor (NCMF) will be determined. The NCMF equals the algebraic
difference of CPF minus 1.00 multiplied by 60 percent. The total job mix compliance price adjustment
will be calculated as the product of the NCMF, the quantity of HMA in the lot in tons, and the unit
Contract price per ton of mix.
If a constituent is not measured in accordance with these Specifications, its individual pay factor will
be considered 1.00 in calculating the Composite Pay Factor (CPF).
5-04.3(9)C7 Mixture Nonstatistical Evaluation - Retests
The Contractor may request a sublot be retested. To request a retest, the Contractor shall submit a
written request within 7 calendar days after the specific test results have been received. A split of the
original acceptance sample will be retested. The split of the sample will not be tested with the same
tester that ran the original acceptance test. The sample will be tested for a complete gradation
analysis, asphalt binder content, and, at the option of the agency, Va. The results of the retest will be
used for the acceptance of the HMA in place of the original sublot sample test results. The cost of
testing will be deducted from any monies due or that may come due the Contractor under the Contract
at the rate of $500 per sample.
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5-04.3 (9)D Mixture Acceptance – Commercial Evaluation
If sampled and tested, HMA produced under Commercial Evaluation and having all constituents falling
within the tolerance limits of the job mix formula shall be accepted at the unit Contract price with no
further evaluation. When one or more constituents fall outside the commercial tolerance limits in the
Job Mix Formula shown in 5-04.3(9), the lot shall be evaluated in accordance with Section 1-06.2 to
determine the appropriate CPF. The commercial tolerance limits will be used in the calculation of the
CPF and the maximum CPF shall be 1.00. When less than three sublots exist, backup samples of the
existing sublots or samples from the street shall be tested to provide a minimum of three sets of results
for evaluation.
For each lot of HMA mix produced and tested under Commercial Evaluation when the calculated CPF
is less than 1.00, a Nonconforming Mix Factor (NCMF) will be determined. The NCMF equals the
algebraic difference of CPF minus 1.00 multiplied by 60 percent. The Job Mix Compliance Price
Adjustment will be calculated as the product of the NCMF, the quantity of HMA in the lot in tons, and
the unit Contract price per ton of mix.
If a constituent is not measured in accordance with these Specifications, its individual pay factor will
be considered 1.00 in calculating the Composite Pay Factor (CPF).
5-04.3(10) HMA Compaction Acceptance
HMA mixture accepted by nonstatistical evaluation that is used in traffic lanes, including lanes for
intersections, ramps, truck climbing, weaving, and speed change, and having a specified compacted
course thickness greater than 0.10-foot, shall be compacted to a specified level of relative density. The
specified level of relative density shall be a Composite Pay Factor (CPF) of not less than 0.75 when
evaluated in accordance with Section 1-06.2, using a LSL of 92.0 (minimum of 92 percent of the
maximum density). The maximum density shall be determined by WSDOT FOP for AASHTO T 729. The
specified level of density attained will be determined by the evaluation of the density of the pavement.
The density of the pavement shall be determined in accordance with WSDOT FOP for WAQTC TM 8,
except that gauge correlation will be at the discretion of the Engineer, when using the nuclear density
gauge and WSDOT SOP 736 when using cores to determine density.
Tests for the determination of the pavement density will be taken in accordance with the required
procedures for measurement by a nuclear density gauge or roadway cores after completion of the
finish rolling.
If the Contracting Agency uses a nuclear density gauge to determine density the test procedures FOP
for WAQTC TM 8 and WSDOT SOP T 729 will be used on the day the mix is placed and prior to opening
to traffic.
Roadway cores for density may be obtained by either the Contracting Agency or the Contractor in
accordance with WSDOT SOP 734. The core diameter shall be 4-inches minimum, unless otherwise
approved by the Engineer. Roadway cores will be tested by the Contracting Agency in accordance with
WSDOT FOP for AASHTO T 166.
If the Contract includes the Bid item “Roadway Core” the cores shall be obtained by the Contractor in
the presence of the Engineer on the same day the mix is placed and at locations designated by the
Engineer. If the Contract does not include the Bid item “Roadway Core” the Contracting Agency will
obtain the cores.
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For a lot in progress with a CPF less than 0.75, a new lot will begin at the Contractor’s request after
the Engineer is satisfied that material conforming to the Specifications can be produced.
HMA mixture accepted by commercial evaluation and HMA constructed under conditions other than
those listed above shall be compacted on the basis of a test point evaluation of the compaction train.
The test point evaluation shall be performed in accordance with instructions from the Engineer. The
number of passes with an approved compaction train, required to attain the maximum test point
density, shall be used on all subsequent paving.
HMA for preleveling shall be thoroughly compacted. HMA that is used for preleveling wheel rutting
shall be compacted with a pneumatic tire roller unless otherwise approved by the Engineer.
Test Results
For a sublot that has been tested with a nuclear density gauge that did not meet the minimum of 92
percent of the reference maximum density in a compaction lot with a CPF below 1.00 and thus subject
to a price reduction or rejection, the Contractor may request that a core be used for determination of
the relative density of the sublot. The relative density of the core will replace the relative density
determined by the nuclear density gauge for the sublot and will be used for calculation of the CPF and
acceptance of HMA compaction lot.
When cores are taken by the Contracting Agency at the request of the Contractor, they shall be
requested by noon of the next workday after the test results for the sublot have been provided or
made available to the Contractor. Core locations shall be outside of wheel paths and as determined by
the Engineer. 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
cores. When the CPF for the lot based on the results of the HMA cores is less than 1.00, the cost for
the coring will be deducted from any monies due or that may become due the Contractor under the
Contract at the rate of $200 per core and the Contractor shall pay for the cost of the traffic control.
5-04.3(10)A HMA Compaction – General Compaction Requirements
Compaction shall take place when the mixture is in the proper condition so that no undue
displacement, cracking, or shoving occurs. Areas inaccessible to large compaction equipment shall be
compacted by other mechanical means. Any HMA that becomes loose, broken, contaminated, shows
an excess or deficiency of asphalt, or is in any way defective, shall be removed and replaced with new
hot mix that shall be immediately compacted to conform to the surrounding area.
The type of rollers to be used and their relative position in the compaction sequence shall generally
be the Contractor’s option, provided the specified densities are attained. Unless the Engineer has
approved otherwise, rollers shall only be operated in the static mode when the internal temperature
of the mix is less than 175°F. Regardless of mix temperature, a roller shall not be operated in a mode
that results in checking or cracking of the mat. Rollers shall only be operated in static mode on bridge
decks.
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
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90 percent of the theoretical maximum density.
5-04.3(10)C Vacant
5-04.3(10)D HMA Nonstatistical Compaction
5-04.3(10)D1 HMA Nonstatistical Compaction – Lots and Sublots
HMA compaction which is accepted by nonstatistical evaluation will be based on acceptance testing
performed by the Contracting Agency dividing the project into compaction lots.
A lot is represented by randomly selected samples of the same mix design that will be tested for
acceptance. A lot is defined as the total quantity of material or work produced for each Job Mix
Formula placed. Only one lot per JMF is expected. A sublot shall be equal to one day’s production or
400 tons, whichever is less except that the final sublot will be a minimum of 200 tons and may be
increased to 800 tons. Testing for compaction will be at the rate of 5 tests per sublot per WSDOT T
738.
The sublot locations within each density lot will be determined by the Engineer. For a lot in progress
with a CPF less than 0.75, a new lot will begin at the Contractor’s request after the Engineer is satisfied
that material conforming to the Specifications can be produced.
HMA mixture accepted by commercial evaluation and HMA constructed under conditions other than
those listed above shall be compacted on the basis of a test point evaluation of the compaction train.
The test point evaluation shall be performed in accordance with instructions from the Engineer. The
number of passes with an approved compaction train, required to attain the maximum test point
density, shall be used on all subsequent paving.
HMA for preleveling shall be thoroughly compacted. HMA that is used to prelevel wheel ruts shall be
compacted with a pneumatic tire roller unless otherwise approved by the Engineer.
5-04.3(10)D2 HMA Compaction Nonstatistical Evaluation – Acceptance Testing
The location of the HMA compaction acceptance tests will be randomly selected by the Engineer from
within each sublot, with one test per sublot.
5-04.3(10)D3 HMA Nonstatistical Compaction – Price Adjustments
For each compaction lot with one or two sublots, having all sublots attain a relative density that is 92
percent of the reference maximum density the HMA shall be accepted at the unit Contract price with
no further evaluation. When a sublot does not attain a relative density that is 92 percent of the
reference maximum density, the lot shall be evaluated in accordance with Section 1-06.2 to determine
the appropriate CPF. The maximum CPF shall be 1.00, however, lots with a calculated CPF in excess of
1.00 will be used to offset lots with CPF values below 1.00 but greater than 0.90. Lots with CPF lower
than 0.90 will be evaluated for compliance per 5-04.3(11). Additional testing by either a nuclear
moisture-density gauge or cores will be completed as required to provide a minimum of three tests
for evaluation.
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For compaction below the required 92% a Non-Conforming Compaction Factor (NCCF) will be
determined. The NCCF equals the algebraic difference of CPF minus 1.00 multiplied by 40 percent.
The Compaction Price Adjustment will be calculated as the product of CPF, the quantity of HMA in the
compaction control lot in tons, and the unit Contract price per ton of mix.
5-04.3(11) Reject Work
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. HMA that has
been rejected is subject to the requirements in Section 1-06.2(2) and this specification, and the
Contractor shall submit a corrective action proposal to the Engineer for approval.
5-04.3(11)B Rejection by Contractor
The Contractor may, prior to sampling, elect to remove any defective material and replace it with new
material. Any such new material will be sampled, tested, and evaluated for acceptance.
5-04.3(11)C Rejection Without Testing (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. Any
rejected section of Roadway shall be removed.
No payment will be made for the rejected materials or the removal of the materials unless the
Contractor requests that the rejected material be tested. If the Contractor elects to have the rejected
material tested, a minimum of three representative samples will be obtained and tested. Acceptance
of rejected material will be based on conformance with the nonstatistical acceptance Specification. If
the CPF for the rejected material is less than 0.75, no payment will be made for the rejected material;
in addition, the cost of sampling and testing shall be borne by the Contractor. If the CPF is greater than
or equal to 0.75, the cost of sampling and testing will be borne by the Contracting Agency. If the
material is rejected before placement and the CPF is greater than or equal to 0.75, compensation for
the rejected material will be at a CPF of 0.75. If rejection occurs after placement and the CPF is greater
than or equal to 0.75, compensation for the rejected material will be at the calculated CPF with an
addition of 25 percent of the unit Contract price added for the cost of removal and disposal.
5-04.3(11)D Rejection - A Partial Sublot
In addition to the random acceptance sampling and testing, the Engineer may also isolate from a
normal sublot any material that is suspected of being defective in relative density, gradation or asphalt
binder content. Such isolated material will not include an original sample location. A minimum of three
random samples of the suspect material will be obtained and tested. The material will then be
statistically evaluated as an independent lot in accordance with Section 1-06.2(2).
5-04.3(11)E Rejection - An Entire Sublot
An entire sublot that is suspected of being defective may be rejected. When a sublot is rejected a
minimum of two additional random samples from this sublot will be obtained. These additional
samples and the original sublot will be evaluated as an independent lot in accordance with Section 1-
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06.2(2).
5-04.3(11)F Rejection - A Lot in Progress
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:
1. When the Composite Pay Factor (CPF) of a lot in progress drops below 1.00 and the Contractor
is taking no corrective action, or
2. When the Pay Factor (PF) for any constituent of a lot in progress drops below 0.95 and the
Contractor is taking no corrective action, or
3. When either the PFi for any constituent or the CPF of a 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
The Contractor shall conduct operations such that the placing of the top or wearing course is a
continuous operation or as close to continuous as possible. Unscheduled transverse joints will be
allowed and the roller may pass over the unprotected end of the freshly laid mixture only when the
placement of the course must be discontinued for such a length of time that the mixture will cool
below compaction temperature. When the Work is resumed, the previously compacted mixture shall
be cut back to produce a slightly beveled edge for the full thickness of the course.
A temporary wedge of HMA constructed on a 20H:1V shall be constructed where a transverse joint as
a result of paving or planing is open to traffic. The HMA in the temporary wedge shall be separated
from the permanent HMA by strips of heavy wrapping paper or other methods approved by the
Engineer. The wrapping paper shall be removed and the joint trimmed to a slightly beveled edge for
the full thickness of the course prior to resumption of paving.
The material that is cut away shall be wasted and new mix shall be laid against the cut. Rollers or
tamping irons shall be used to seal the joint.
5-04.3(12)A2 Longitudinal Joints
The longitudinal joint in any one course shall be offset from the course immediately below by not
more than 6 inches nor less than 2 inches. All longitudinal joints constructed in the wearing course
shall be located at a lane line or an edge line of the Traveled Way. A notched wedge joint shall be
constructed 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 or more than ½ of the compacted lift thickness and then taper down on a slope not
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steeper than 4H:1V. The sloped portion of the HMA notched wedge joint shall be uniformly
compacted.
5-04.3(12)B Bridge Paving Joint Seals
5-04.3(12)B1 HMA Sawcut and Seal
Prior to placing HMA on the bridge deck, establish sawcut alignment points 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. Establish the sawcut alignment points in a manner that they remain
functional for use in aligning the sawcut after placing the overlay.
Submit a Type 1 Working Drawing consisting of the sealant manufacturer’s application procedure.
Construct the bridge paving joint seal as specified ion the Plans and in accordance with the detail
shown in the Standard Plans. Construct the sawcut in accordance with the detail shown in the
Standard Plan. Construct the sawcut in accordance with Section 5-05.3(8)B and the manufacturer’s
application procedure.
5-04.3(12)B2 Paved Panel Joint Seal
Construct the paved panel joint seal in accordance with the requirements specified in section 5-
04.3(12)B1 and the following requirement:
1. Clean and seal the existing joint between concrete panels in accordance with Section 5-01.3(8)
and the details shown in the Standard Plans.
5-04.3(13) Surface Smoothness
The completed surface of all courses shall be of uniform texture, smooth, uniform as to crown and
grade, and free from defects of all kinds. The completed surface of the wearing course shall not vary
more than ⅛ inch from the lower edge of a 10-foot straightedge placed on the surface parallel to the
centerline. The transverse slope of the completed surface of the wearing course shall vary not more
than ¼ inch in 10 feet from the rate of transverse slope shown in the Plans.
When deviations in excess of the above tolerances are found that result from a high place in the HMA,
the pavement surface shall be corrected by one of the following methods:
1. Removal of material from high places by grinding with an approved grinding machine, or
2. Removal and replacement of the wearing course of HMA, or
3. By other method approved by the Engineer.
Correction of defects shall be carried out until there are no deviations anywhere greater than the
allowable tolerances.
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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.
When utility appurtenances such as manhole covers and valve boxes are located in the traveled way,
the utility appurtenances shall be adjusted to the finished grade prior to paving. This requirement may
be waived when requested by the Contractor, at the discretion of the Engineer or when the adjustment
details provided in the project plan or specifications call for utility appurtenance adjustments after the
completion of paving.
Utility appurtenance adjustment discussions will be included in the Pre-Paving planning (5-
04.3(14)B3). Submit a written request to waive this requirement to the Engineer prior to the start of
paving.
5-04.3(14) Planing (Milling) Bituminous Pavement
The planning plan must be approved by the Engineer and a pre planning meeting must be held prior
to the start of any planing. See Section 5-04.3(14)B2 for information on planning submittals.
Locations of existing surfacing to be planed are as shown in the Drawings.
Where planing an existing pavement is specified in the Contract, the Contractor must remove existing
surfacing material and to reshape the surface to remove irregularities. The finished product must be
a prepared surface acceptable for receiving an HMA overlay.
Use the cold milling method for planing unless otherwise specified in the Contract. Do not use the
planer on the final wearing course of new HMA.
Conduct planing operations in a manner that does not tear, break, burn, or otherwise damage the
surface which is to remain. The finished planed surface must be slightly grooved or roughened and
must be free from gouges, deep grooves, ridges, or other imperfections. The Contractor must repair
any damage to the surface by the Contractor’s planing equipment, using an Engineer approved
method.
Repair or replace any metal castings and other surface improvements damaged by planing, as
determined by the Engineer.
A tapered wedge cut must be planed longitudinally along curb lines sufficient to provide a minimum
of 4 inches of curb reveal after placement and compaction of the final wearing course. The dimensions
of the wedge must be as shown on the Drawings or as specified by the Engineer.
A tapered wedge cut must also be made at transitions to adjoining pavement surfaces (meet lines)
where butt joints are shown on the Drawings. Cut butt joints in a straight line with vertical faces 2
inches or more in height, producing a smooth transition to the existing adjoining pavement.
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After planing is complete, planed surfaces must be swept, cleaned, and if required by the Contract,
patched and preleveled.
The Engineer may direct additional depth planing. Before performing this additional depth planing,
the Contractor must conduct a hidden metal in pavement detection survey as specified in Section 5-
04.3(14)A.
5-04.3(14)A Pre-Planing Metal Detection Check
Before starting planing of pavements, and before any additional depth planing required by the
Engineer, the Contractor must conduct a physical survey of existing pavement to be planed with
equipment that can identify hidden metal objects.
Should such metal be identified, promptly notify the Engineer.
See Section 1-07.16(1) regarding the protection of survey monumentation that may be hidden in
pavement.
The Contractor is solely responsible for any damage to equipment resulting from the Contractor’s
failure to conduct a pre-planing metal detection survey, or from the Contractor’s failure to notify the
Engineer of any hidden metal that is detected.
5-04.3(14)B Paving and Planing Under Traffic
5-04.3(14)B1 General
In addition the requirements of Section 1-07.23 and the traffic controls required in Section 1-10, and
unless the Contract specifies otherwise or the Engineer approves, the Contractor must comply with
the following:
1. Intersections:
a. Keep intersections open to traffic at all times, except when paving or planing operations
through an intersection requires closure. Such closure must be kept to the minimum time
required to place and compact the HMA mixture, or plane as appropriate. For paving,
schedule such closure to individual lanes or portions thereof that allows the traffic
volumes and schedule of traffic volumes required in the approved traffic control plan.
Schedule work so that adjacent intersections are not impacted at the same time and
comply with the traffic control restrictions required by the Traffic Engineer. Each individual
intersection closure or partial closure, must be addressed in the traffic control plan, which
must be submitted to and accepted by the Engineer, see Section 1-10.2(2).
b. When planing or paving and related construction must occur in an intersection, consider
scheduling and sequencing such work into quarters of the intersection, or half or more of
an intersection with side street detours. Be prepared to sequence the work to individual
lanes or portions thereof.
c. Should closure of the intersection in its entirety be necessary, and no trolley service is
impacted, keep such closure to the minimum time required to place and compact the
HMA mixture, plane, remove asphalt, tack coat, and as needed.
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d. Any work in an intersection requires advance warning in both signage and a number of
Working Days advance notice as determined by the Engineer, to alert traffic and
emergency services of the intersection closure or partial closure.
e. Allow new compacted HMA asphalt to cool to ambient temperature before any traffic is
allowed on it. Traffic is not allowed on newly placed asphalt until approval has been
obtained from the Engineer.
2. Temporary centerline marking, post-paving temporary marking, temporary stop bars, and
maintaining temporary pavement marking must comply with Section 8-23.
3. Permanent pavement marking must comply with Section 8-22.
5-04.3(14)B2 Submittals – Planing Plan and HMA Paving Plan
The Contractor must submit a separate planing plan and a separate paving plan to the Engineer at
least 5 Working Days in advance of each operation’s activity start date. These plans must show how
the moving operation and traffic control are coordinated, as they will be discussed at the pre-planing
briefing and pre-paving briefing. When requested by the Engineer, the Contractor must provide each
operation’s traffic control plan on 24 x 36 inch or larger size Shop Drawings with a scale showing both
the area of operation and sufficient detail of traffic beyond the area of operation where detour traffic
may be required. The scale on the Shop Drawings is 1 inch = 20 feet, which may be changed if the
Engineer agrees sufficient detail is shown.
The planing operation and the paving operation include, but are not limited to, metal detection,
removal of asphalt and temporary asphalt of any kind, tack coat and drying, staging of supply trucks,
paving trains, rolling, scheduling, and as may be discussed at the briefing.
When intersections will be partially or totally blocked, provide adequately sized and noticeable
signage alerting traffic of closures to come, a minimum 2 Working Days in advance. The traffic control
plan must show where police officers will be stationed when signalization is or may be,
countermanded, and show areas where flaggers are proposed.
At a minimum, the planing and the paving plan must include:
1. A copy of the accepted traffic control plan, see Section 1-10.2(2), detailing each day’s traffic
control as it relates to the specific requirements of that day’s planing and paving. Briefly
describe the sequencing of traffic control consistent with the proposed planing and paving
sequence, and scheduling of placement of temporary pavement markings and channelizing
devices after each day’s planing, and paving.
2. A copy of each intersection’s traffic control plan.
3. Haul routes from Supplier facilities, and locations of temporary parking and staging areas,
including return routes. Describe the complete round trip as it relates to the sequencing of
paving operations.
4. Names and locations of HMA Supplier facilities to be used.
5. List of all equipment to be used for paving.
6. List of personnel and associated job classification assigned to each piece of paving equipment.
7. Description (geometric or narrative) of the scheduled sequence of planing and of paving, and
intended area of planing and of paving for each day’s work, must include the directions of
proposed planing and of proposed paving, sequence of adjacent lane paving, sequence of
skipped lane paving, intersection planing and paving scheduling and sequencing, and
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proposed notifications and coordinations to be timely made. The plan must show HMA joints
relative to the final pavement marking lane lines.
8. Names, job titles, and contact information for field, office, and plant supervisory personnel.
9. A copy of the approved Mix Designs.
10. Tonnage of HMA to be placed each day.
11. Approximate times and days for starting and ending daily operations.
5-04.3(14)B3 Pre-Paving and Pre-Planing Briefing
At least 2 Working Days before the first paving operation and the first planing operation, or as
scheduled by the Engineer for future paving and planing operations to ensure the Contractor has
adequately prepared for notifying and coordinating as required in the Contract, the Contractor must
be prepared to discuss that day’s operations as they relate to other entities and to public safety and
convenience, including driveway and business access, garbage truck operations, Metro transit
operations and working around energized overhead wires, school and nursing home and hospital and
other accesses, other contractors who may be operating in the area, pedestrian and bicycle traffic,
and emergency services. The Contractor, and Subcontractors that may be part of that day’s operations,
must meet with the Engineer and discuss the proposed operation as it relates to the submitted planing
plan and paving plan, approved traffic control plan, and public convenience and safety. Such discussion
includes, but is not limited to:
1. General for both Paving Plan and for Planing Plan:
a. The actual times of starting and ending daily operations.
b. In intersections, how to break up the intersection, and address traffic control and
signalization for that operation, including use of peace officers.
c. The sequencing and scheduling of paving operations and of planing operations, as
applicable, as it relates to traffic control, to public convenience and safety, and to other
con-tractors who may operate in the Project Site.
d. Notifications required of Contractor activities, and coordinating with other entities and
the public as necessary.
e. Description of the sequencing of installation and types of temporary pavement markings
as it relates to planning and to paving.
f. Description of the sequencing of installation of, and the removal of, temporary pavement
patch material around exposed castings and as may be needed
g. Description of procedures and equipment to identify hidden metal in the pavement, such
as survey monumentation, monitoring wells, street car rail, and castings, before planning,
see Section 5-04.3(14)B2.
h. Description of how flaggers will be coordinated with the planing, paving, and related
operations.
i. Description of sequencing of traffic controls for the process of rigid pavement base
repairs.
j. Other items the Engineer deems necessary to address.
2. Paving – additional topics:
a. When to start applying tack and coordinating with paving.
b. Types of equipment and numbers of each type equipment to be used. If more pieces of
equipment than personnel are proposed, describe the sequencing of the personnel
operating the types of equipment. Discuss the continuance of operator personnel for each
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type equipment as it relates to meeting Specification requirements.
c. Number of JMFs to be placed, and if more than one JMF how the Contractor will ensure
different JMFs are distinguished, how pavers and MTVs are distinguished if more than one
JMF is being placed at the time, and how pavers and MTVs are cleaned so that one JMF
does not adversely influence the other JMF.
d. Description of contingency plans for that day’s operations such as equipment breakdown,
rain out, and Supplier shutdown of operations.
e. Number of sublots to be placed, sequencing of density testing, and other sampling and
testing.
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
HMA approaches shall be constructed at the locations shown in the Plans or where staked by the
Engineer. The Work shall be performed in accordance with Section 5-04.
5-06 PERVIOUS CONCRETE PAVEMENT
Section 5-06 is new Section with subsections:
(******)
5-06.1 Description
This work shall consist of constructing a pervious cementitious pavement composed of Portland
cement concrete on a prepared subgrade or subbase 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.
5-06.2 Materials
Materials shall meet the requirements of the following sections:
Portland Cement 9-01
Aggregates for Portland Cement Concrete 9-03.1
Premolded Joint Filler for Expansion Joints 9-04.1(2)
Curing Materials and Admixtures 9-23
Water 9-25
Hydration stabilizing admixtures shall conform to the requirements of Section 9-23.6(3) or 9-23.6(5).
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Synthetic Fibers for Concrete
When specified synthetic fibers to be included in the mix for Portland cement concrete shall
conform to the requirements of ASTM D 7508/7508M.
5-06.3 Construction Requirements
5-06.3(1) Pervious Concrete Preconstruction Meeting
Prior to the start of construction of the pervious concrete pavement section, including excavation of
the pavement section, the Contractor shall coordinate, schedule and attend a preconstruction
meeting for the pervious concrete pavement. The following are required to attend the meeting:
1. Contracting Agency representative.
2. General Contractor’s representative(s).
3. Engineer of Record for the pervious concrete pavement.
4. Concrete placement lead person(s).
5. Associated Subcontractor’s representative.
The meeting shall cover all aspects of the work including, but not limited to:
1. Submittals.
2. Short and long term schedule.
3. Inspection of the Work.
4. Protection of the Work.
5. Pervious concrete placement.
6. Curing.
7. Materials.
8. Specifications.
9. Testing.
10. Test panel and JMF.
11. Acceptance criteria.
5-06.3(2) Pervious Concrete Mix Design
The Contractor shall provide a mix design for pervious concrete and shall submit the mix design to the
Engineer in writing. Pervious concrete shall not be placed in the test panels without a mix design that
has been reviewed and accepted by the Engineer.
5-06.3(2)A Mix Design Criteria
The Contractor shall include the following elements and results of the described procedures in the
proposed mix design:
1. A unique identification number for the mix design that is approved for the Job Mix
Formula (JMF).
2. Portland cement shall be Type I, Type II, Type I-II Type IP, or Type IS.
3. The cementitious content, including pozzolans if used, shall be a minimum of 480 pounds
per cubic yard.
4. The mix shall incorporate a hydration stabilizing admixture.
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5. The mix shall incorporate an internal curing admixture (HydroMax® or approved
equivalent).
6. Synthetic microfibers may be utilized at the manufacturer’s recommended dosage rate.
7. The water / cement ratio shall not exceed 0.35.
8. No more than 25 percent of portland cement in the mix, by weight, may be replaced by
fly ash, ground granulated blast furnace slag, or a combination of both.
9. Coarse aggregate shall conform to Section 9-03.1(4), AASHTO Grading No.8.
5-06.3(2)B Job Mix Formula (JMF)
The approved mix design established through the approved test panel becomes the JMF.
5-06.3(3) Submittals
In accordance to Section 1-05.3, the Contractor shall submit the following items to the Engineer for
acceptance prior to placing any pervious concrete pavement:
1. The source of all materials proposed for use in constructing pervious concrete pavement.
2. Batch weights for all constituents of one (1) cubic yard of the proposed pervious concrete
mix.
3. The specific gravity (SSD) of all aggregates to be used in the proposed pervious concrete
mix.
4. The proposed gradation of coarse aggregates used in pervious concrete.
5. The designed volume in cubic feet of all proposed components for 1(one) cubic yard of
the proposed pervious concrete mix.
6. The design water / cement ratio of the proposed mix design.
7. The fresh density of the proposed pervious concrete mixture as determined by ASTM
C1688.
8. Catalogue cuts and Certificates of Compliance for all proposed admixtures.
9. Mill Certification of the Portland cement and pozzolans, if used, for the current lot to be
used in the production of the proposed pervious concrete mix. The Contractor shall
maintain this submittal throughout the duration of the project as lots change.
10. Current certification by the National Ready Mix Concrete Association (NRMCA) for the
batch plant(s) to be used in the production of pervious concrete.
11. Current certifications by the NRMCA for the trucks to be used in transporting pervious
concrete from the batch plant to the point of placement.
12. Qualification documentation for current certifications by the NRMCA for the Contractor’s
personnel who will be installing pervious concrete. See Section 5-06.3(10)A. Valid
acceptable documentation is the NRMCA issued wallet card or certification certificate.
13. At the time of delivery of the material to the site, the Contractor shall provide an original
Certificate of Compliance for each truckload of pervious concrete. The Certificate of
Compliance shall include information noted in Section 6-02.3(5)B. If the Certificate of
Compliance from the concrete producer is not provided to the Engineer upon delivery,
the truckload shall not be placed.
5-06.3(4) Equipment
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Equipment necessary for handling materials, mixing, delivering, and performing all parts of the Work,
shall be in good repair, designed for the task, and operated by trained and qualified personnel.
5-06.3(4)A Batching Plant and Equipment
Pervious concrete shall be centrally mixed in a plant with a current NRMCA certification.
5-06.3(4)B Mixer Trucks
Pervious concrete shall be transported to the location by truck mixers, non-agitating trucks shall not
be used for the transport of pervious concrete. The drums on mixer trucks used to transport pervious
concrete shall have fins that are not excessively worn, damaged or have excessive concrete buildup.
Mixer trucks shall have a current NRMCA certification.
5-06.3(4)C Side Forms
Pervious concrete shall be placed in stationary forms. If pervious concrete is to be placed against a
curb, previously placed concrete, or other existing structure, they may be used as a side form for the
pervious concrete paving. Forms for pervious concrete shall be made of steel or wood and shall be in
good condition, and shall be capable of being anchored in place so that they will be true to grade, line
and slope. Forms shall be sufficiently rigid to maintain specified tolerances and capable of supporting
concrete and mechanical concrete placing equipment. Forms shall be in good condition, straight,
clean, free of debris, non-adherent rust and hardened concrete.
Set, align, and brace forms so that they hardened pavement meets the lines, grades and slopes as
shown in the drawings. Apply form-release agent to the form face, which will be in contact with
concrete, immediately before placing concrete. Form release agent shall not be applied to previously
placed concrete. Previously placed pavement shall be protected from damage.
The Contractor shall inspect all forms for line, grade and slope. No pervious concrete shall be placed
until the forms have been inspected by the Engineer.
5-06.3(4)D Finishing Equipment
Finishing equipment for pervious concrete paving shall be designed for the intended work, shall be
clean and in good operating condition.
Equipment used for striking off the pervious concrete shall leave a smooth surface at the planned
grades and shall not cause excess paste to be left on, or drawn to, the surface. If rollers or spinning
screeds are used to compact, they shall be of sufficient weight and width to compact the pervious
concrete uniformly through its depth and to grade without marring the surface. Equipment used for
compacting pervious concrete shall not cause the surface to close or otherwise clog and shall produce
a surface that is free of ridges or other imperfections. Tools used for producing joints shall be designed
and manufactured for the purpose and shall not otherwise damage or mar the surface.
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Vibrating equipment shall not be used for placement or compaction of pervious concrete.
5-06.3(5) Measuring and Batching Materials
Measuring and batching materials for pervious concrete pavement shall conform to the requirements
of Section 5-05.3(4).
5-06.3(6) Acceptance
For acceptance, pervious concrete pavement will be divided into lots as follows: A single lot (lot) is
represented by the lesser of: one (1) day’s production or 360 square yards of pervious concrete in
place. Where the Contractor has more than one crew placing pervious concrete, lots will be associated
with each crew. Representative lot size will be determined to the nearest square yard. If no sample
is taken on a Day, that Day’s quantities may be included in the next or previous Day's lot(s). The
Engineer may isolate an area of pervious concrete within a lot that is deemed to be defective in any
way and such an area will be considered to be a new lot for purposes of acceptance. New lots
determined in this manner shall be extended as necessary such that they are bounded by planned
joints. Acceptance of a lot of pervious concrete pavement will be based on the following criteria:
1. Grade: Conform to the dimensions, lines, slopes and grades specified on the plans. Pervious
concrete pavement shall be true to planned grades and shall not deviate from grade more
than ¼ inch in ten (10) feet. Where abutting existing facilities such as sidewalks, walkways,
curbs, driveways or other pavements, the pervious concrete shall be flush.
2. Conformance to JMF: The pervious concrete pavement used shall conform to the mix design
for the JMF within the limits as set forth in Section 6-02.3(5)C and as determined from the
accepted test panel.
3. Compacted Thickness and Average Hardened Density: After a minimum of seven (7) calendar
days of curing, remove and measure three (3) cores from each lot. Remove cores in
accordance with ASTM C42/C42M. Measure the length of each core in accordance with ASTM
C1542/1542M. No single core shall be less than 3/4 inch of the design depth on the drawings.
The average of all cores from a lot shall be within minus 3/8 inch of the design depth on the
plans. After length is measured, measure hardened density of each core in the lot in
accordance with ASTM C1754/C1754M. The hardened density from a lot must be within +/-
5 percent of the average hardened density of the JMF (approved test panel).
4. Infiltration Rate: The infiltration rate at any single test point shall not be less than 100 inches
per hour.
5. Fresh Density: The fresh density of each lot will be measured by ASTM C1688 at the point of
placement shall be within +/- five (5) pounds per cubic foot of the fresh density determined
from the JMF (approved test panel).
6. Appearance: The appearance of each lot shall be consistent with the JMF (approved test
panel). The pervious concrete pavement shall have a consistent surface texture, shall not be
raveled, shall be free of ridges or other surface imperfections, shall have joints that are in the
specified location and are constructed per specification, and shall be free of cracks.
Testing for acceptance will be performed by the Engineer.
5-06.3(6)A Infiltration Rate of the Placed Pavement
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The infiltration rate of the pervious concrete shall be determined at four (4) random locations within
each lot. The locations for conducting infiltration tests will be determined by the Engineer. The
Contractor shall coordinate and schedule testing with the Engineer a minimum of five (5) Working
Days in advance. The infiltration rate on the finished surface will be determined in accordance with
ASTM C1701, except the infiltration ring diameter may be 12-inches to 24-inches in diameter. The
infiltration test will be conducted after a minimum of seven (7) calendar days of curing has occurred.
If the measured infiltration rate is less than 100 inches/hour at any test location, the Contractor may
request in writing that the Engineer perform additional infiltration tests for the purpose of assessing
overall infiltration performance and/or determining a defective lot in accordance with Section 5-
06.3(6). The determination of a defective lot, or lots, and the extent(s), will be by the Engineer. The
cost of additional testing shall borne by the Contractor at a rate of $500 per test.
5-06.3(7) Rejection
Pervious concrete may be rejected by the Contractor for any reason.
A truckload of pervious concrete will be rejected if the Certificate of Compliance is not provided at the
time of delivery of the material to the site. See Section 5-06.3(4)B.
Pervious concrete that is improperly cured or is allowed to freeze during the initial seven (7) day curing
period will be rejected.
Pervious concrete pavement that does not meet the acceptance criteria put forth in Section 5-06.3(6)
will be rejected by the Engineer on a lot by lot basis.
During the removal process of the rejected pavement, The Contractor shall implement measures to
protect the adjacent pervious concrete pavement to remain. If pervious concrete pavement becomes
damaged by the Contractor during removal of the rejected pavement then additional pavement areas
may be rejected by the Engineer to the next planned joint.
Fresh pervious concrete that has been rejected by the Engineer, or the Contractor, shall not be placed,
or shall be removed and replaced, at no additional cost.
5-06.3(8) Mixing Pervious Concrete
Batch, mix and deliver pervious concrete in compliance with ASTM C94/C94M except that pervious
concrete shall not be transit mixed or shrink mixed. If water is added to the mix after it is delivered on
site, the fresh density for the pervious concrete shall meet the requirements of the approved JMF
referenced in this section.
5-06.3(8)A Limitations of Mixing Pervious Concrete
Mixing and placing concrete shall be discontinued when a descending air temperature in the shade
away from artificial heat reaches 40º F and shall not be resumed until an ascending air temperature
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in the shade and away from artificial heat reaches 40º F.
The temperature of fresh pervious concrete shall not be less than 55° F, nor more than 90° F when
placed.
Pervious concrete shall not be mixed with aggregates at less than 32° F.
5-06.3(9) Subgrade Preparation and Subbase
Prepare and protect subgrade in accordance with Section 2-06.
Prepare and protect subbase in accordance with Section 4-04.
5-06.3(10) Placing, Spreading, Finishing, Edging, Tolerances and Curing
Pervious concrete shall not be placed, compacted or finished when the natural light is inadequate,
unless an adequate lighting system is in operation. The adequacy of light will be determined by the
Engineer.
Wet the surface of the subbase with water immediately before placing pervious concrete. Deposit
concrete either directly from the transporting equipment or by conveyor on the subbase, unless
otherwise specified. Pervious concrete shall not be placed on frozen subbase. Deposit concrete
between the forms to an approximately uniform height. Spread the concrete using mechanized
equipment or hand tools. Vibrating equipment shall not be used for spreading pervious concrete.
Strike off concrete between forms using a form-riding paving machine, roller screed, or spinning
screed.
Compact concrete to a uniformly dense structure without clogging the surface with paste.
Finish the pervious concrete to a uniform, open-textured surface to match the appearance of the
approved JMF test panel.
Edges shall be hand tooled to a radius of ¼ inch.
Curing materials for pervious concrete shall be in place no more than 20 minutes of discharge onto
the subbase. The pavement surface and all exposed edges shall be completely covered with sheet
curing materials conforming to Section 9-23.1. The curing material shall secured at all exterior edges
and interior laps without damaging the pervious concrete. The method of securing the curing material
shall prevent wind from removing the sheet and from blowing under the sheet across the surface of
the concrete. Cure the pavement for a minimum of seven (7) uninterrupted days.
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All traffic (foot and vehicular), staging, stockpiling or other work shall be kept off of the pervious
concrete pavement during the curing period. Any testing for acceptance shall not occur until the end
of the curing period.
Protect concrete from freezing and cold weather in accordance with 5-06.3(12).
5-06.3(10)A Contractor’s Qualifications
The contractor shall employ no less than one (1) National Ready Mixed Concrete Association (NRMCA)
certified Pervious Concrete Craftsman for each crew, who must be on site, over-seeing the work during
all pervious concrete placement; or employ no less than three (3) NRMCA Certified Pervious Concrete
Installers per crew, who must be on site working during each pervious concrete placement. The
minimum number of certified individuals must be present on each crew for every pervious concrete
placement, including the test panel placements, and a certified individual must be in charge of the
placement crew and procedures.
If, in the opinion of the Engineer, personnel used for installing pervious concrete are unqualified,
inattentive to quality, or unsafe, they shall be removed or reassigned from installation of pervious
concrete at the written request of the Engineer.
5-06.3(10)B Test Panel
Production placement of pervious concrete shall not occur until the Contractor has completed a test
panel of pervious concrete pavement that meets all of the acceptance criteria described herein and is
accepted by the Engineer.
The Contractor shall construct a test panel utilizing a minimum of seven (7) cubic yards of pervious
concrete. If multiple pavement section depths are shown on the plans, a test panel shall be
constructed for each pavement section depth/thickness. The width of the test panel shall have a width
no smaller than the greatest width to be used during the construction and installation of the pervious
concrete onsite. The test panel(s) shall include at least one joint and at the spacing specified on the
plans and specifications. Test panels may be placed non-contiguously. The test panel(s) shall be
equivalent and representative of the production pervious concrete pavement in all aspects including
subbase, depth, joints, method of placement, curing, and preparation. Construction and evaluation
of the test panel shall occur as follows:
1. Notify the Engineer at least ten (10) Working Days before installing pervious concrete test
panels.
2. Coordinate the location of the test panel with the Engineer.
3. Install the test panel in accordance with the Specifications and Drawings.
4. Notify the Engineer when the test panel is ready for inspection and acceptance testing.
5. Acceptance testing will be conducted in accordance with Section 5-03.3(6).
6. Remove, replace, and dispose of any unsatisfactory portions of test panels as determined
by the Engineer, at no additional cost to the Contracting Agency.
Failure to install acceptable test panel(s) of pervious concrete will indicate an unapproved test panel(s)
and require new test panel(s) for review.
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The completed and approved test panel(s) shall establish the JMF.
The approved test panel shall meet the requirements of Section 5-03.3(6).
Upon successful completion of the infiltration test, unless otherwise determined by the Engineer,
three (3), cores will be cut in accordance with ASTM C42 and will be used to validate the mix design
under the acceptance criteria of Section 5-06.3(6). Cores shall be taken at the same location where
the infiltration test was conducted. The average hardened density of the cores shall be the hardened
density used for the JMF. The hardened density of each core used for determining the JMF shall be
within five (5) percent of the mean value of the three cores. Core holes shall be filled by the Contractor
with pervious concrete meeting the proposed JMF and shall match adjacent pavement color, texture
and grade.
The completed and accepted test panels shall be maintained and protected throughout the duration
of the Work and may not be demolished and disposed of without written permission from the
Engineer. If the test panel(s) is incorporated into the Work, it shall remain in place accepted as a single
lot.
5-06.3(11) Joints
Construct joints at the locations, depths and with horizontal dimensions indicated on plans unless
noted otherwise in this section. Joints shall be of three (3) types: construction, contraction, isolation.
Construction joints shall be formed at the end of a day’s work or when necessary to stop production
for any reason. Contraction joints shall be used to control random cracking. Isolation joints shall be
used where the pervious concrete abuts existing facilities or where shown on the Plans.
Contractor shall develop and submit for approval a Jointing Plan for the pervious cement concrete
pavement areas. The Jointing Plan shall specify the placement, construction methods, and materials
necessary to construct contraction joints, construction joints, and isolation joints.
The Jointing Plan shall be approved by the Engineer prior to the Contractor placing the pervious
concrete.
5-06.3(11)A Construction Joints
Construction joints shall be located at the location of a planned contraction or isolation joint.
Construction joints are to be formed by placing a header between the forms, at right angles, to the
full depth of the finished pervious concrete, and set to the height of the forms. Pervious concrete
shall be placed against the header and compacted and finished as normal, including edging. The
header shall remain in place until paving resumes.
5-06.3(11)B Contraction Joints
Contraction joints (transverse and longitudinal) shall be constructed at the locations and intervals
specified on the Plans. Contraction joints shall be saw cut using purpose built early-entry saw cutting
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equipment. Saw cutting shall occur as soon as the concrete is sufficiently cured so that it may be cut
without raveling or dislodging aggregate from the finished surface, no longer than four (4) hours after
placement of pavement. Contraction joints shall be a depth of 1/3 the thickness of the pervious
concrete pavement section and have a width of no more than 1/8 inch.
To minimize drying, curing materials shall be removed only as needed to make cuts and shall be
replaced immediately after cutting. The exposed pervious concrete shall be kept moist for the entire
duration of exposure. Contractor shall remove cuttings from surface immediately after saw cutting of
joints.
5-06.3(11)C Isolation Joints
Isolation joints shall be placed where the pervious concrete abuts existing structures or where shown
on the Plans. Isolation joints shall continue through the depth of the pervious concrete using a 3/8
inch premolded joint filler meeting the requirements stated herein. Isolation joints may be formed by
forming a construction joint and affixing the premolded joint filler against one side of the joint and
placing fresh pervious concrete against it. Isolation joints and filler shall be flush with the surrounding
pervious concrete and shall not deviate from the acceptance criteria for smoothness as shown in
Section 5-06.3(6). The edge of the pervious concrete adjacent the premolded joint filler shall be hand
tooled with a ½ inch radius.
5-06.3(12) Cold Weather Work
When concrete is being placed and the ambient air temperature is expected to drop below 35° F during
the day or night, the Contractor shall protect the concrete from freezing. The Contractor shall submit
for approval a Cold Weather Plan prior to placing concrete when ambient air temperature below 35°
F is anticipated, or when requested by the Engineer. When a Cold Weather Plan is required, pervious
concrete shall not be placed without an approved Cold Weather Plan.
Under the Cold Weather Plan, the Contractor shall, provide a sufficient supply of straw, hay, blankets,
or other suitable blanketing material and spread it over the pavement to a sufficient depth to prevent
freezing of the concrete. The blanket material shall be placed on top of the sheet curing materials and
covered with a layer of burlap or plastic sheeting, weighted or anchored to prevent the wind from
displacing the insulation. At no time during the curing period shall the temperature of the pervious
concrete be allowed to drop below 55° F. The Engineer may require recording thermometers if
daytime temperature is below 50°. The curing period may be extended by the Engineer if the pervious
concrete temperature has been allowed to drop below 55° F.
The cold weather protection shall be maintained for seven (7) days. Pervious concrete that has frozen
during this period will be rejected.
5-06.3(13) Protection of Pervious Concrete Pavement
As part of the Construction Stormwater Pollution Prevention plan (SWPPP), rain runoff, surface water
of any kind and sediment shall be prevented from entering the area of pervious concrete construction,
including excavation, until the pervious concrete application has cured, testing is completed and
determined to meet specifications and the adjacent areas that sheet flow/drain onto the pervious
concrete are permanently stabilized from erosion and plantings are established. Once pavement is
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placed, flow diversion measures and protective covers shall continually be maintained until adjacent
areas are permanently stabilized and concrete has been accepted. Construction vehicular traffic shall
not be allowed onto the pervious concrete pavement.
Do not open the pavement to vehicular traffic until the concrete has cured for at least seven (7)
uninterrupted days, testing has been completed, and the pavement has been accepted by the
Engineer.
The Contractor shall take every precaution to protect the pervious concrete pavement from damage,
including the introduction of foreign materials to the surface, throughout the course of the work.
Pervious concrete pavement that is damaged or has been adversely impacted by the introduction of
foreign materials shall be remediated to the satisfaction of the Engineer or rejected and replaced to
the nearest joint.
5-07 TEMPORARY RESTORATION IN PAVEMENT AREA
Section 5-07 is new Section with subsections:
(******)
5-07.1 Description
Pavement areas that have been removed by construction activities must be restored by the Contractor
prior to the end of each working period, prior to use by vehicular traffic. Within paved streets, the
Contractor may use temporary pavement to allow vehicular traffic to travel over the construction
areas. Temporary pavement shall be placed around trench plates or others devices used to cover
construction activities in a manner that provides a smooth and safe transition between surfaces.
5-07.2 Materials
The asphalt pavement for temporary patches shall be 2” of a hot mix or cold mix asphalt composition
determined by the Contractor to provide a product suitable for the intended application. The
Contractor shall not use materials that are a safety or health hazard.
Temporary pavement material that does not form a consolidated surface after compaction shall be
considered unsuitable and shall be removed from the site. Unsuitable temporary pavement shall be
disposed of offsite.
5-07.3 Construction Requirements
The Contractor shall maintain temporary hot mix asphalt patches daily during to the satisfaction of
the governing road agency and the Engineer until said patch is replaced with permanent hot patch.
The completed pavement shall be free from ridges, ruts, bumps, depressions, objectionable marks, or
other irregularities. The permanent hot mix asphalt patch shall be placed and sealed with a paving
asphalt within 30 calendar days.
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The Contractor shall immediately repair, patch, or remove any temporary pavement that does not
provide a flat transition between existing pavement areas.
All temporary asphalt pavement shall be removed from the site by the end of the project and shall not
be used as permanent asphalt pavement or subgrade material.
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DIVISION 6 STRUCTURES
6-13 STRUCTURAL EARTH WALLS
6-13.1 Description
Section 6-13.1 is supplemented with the following:
(******)
The work also consists of constructing Modular Block Walls in accordance with the details in the plans.
Modular block walls are defined as SEW walls constructed of standard unit blocks, without geogrid
reinforcing.
6-13.2 Materials
Section 6-13.2 is supplemented with the following:
(******)
Unless noted specifically in the plans, see this section for acceptable wall manufacturers.
Structural Earth Wall and Modular Block Wall - Concrete Block Facing
General Materials
Concrete Block
Acceptability of the blocks will be determined based on the following:
1. Visual inspection.
2. Compressive strength tests, conforming to Section 6-13.3(4).
3. Water absorption tests, conforming to Section 6-13.3(4).
4. Manufacturer’s Certificate of Compliance in accordance with Section 1-06.3.
5. Freeze-thaw tests conducted on the lot of blocks produced for use in this project, as specified
in Section 6-13.3(4).
6. Copies of results from tests conducted on the lot of blocks produced for this project by the
concrete block fabricator in accordance with the quality control program required by the
structural earth wall manufacturer.
The 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 all other
acceptability requirements specified above are met.
Testing and inspection of dry cast concrete blocks shall conform to ASTM C 140, and shall include block
fabrication plant approval by WSDOT prior to the start of block production for this project.
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Mortar
Mortar shall conform to ASTM C 270, Type S, with an integral water repellent admixture as approved
by the Engineer. The amount of admixture shall be as recommended by the admixture manufacturer.
To ensure uniform color, texture, and quality, all mortar mix components shall be obtained from one
manufacturer for each component, and from one source and producer for each aggregate.
Metallic Soil Reinforcement
Reinforcing strips shall be composed of welded wire fabric strips conforming to AASHTO M 55 with
wire conforming to AASHTO M 32, and attached to block connector plates conforming to ASTM A 36.
Reinforcing strips and block connector plates shall be galvanized after fabrication in accordance with
AASHTO M 111. Damage to galvanizing shall be repaired with one coat of paint conforming to Section
9-08.1(2)B.
Drainage Geosynthetic Fabric
Drainage geosynthetic fabric shall be a non-woven geosynthetic conforming to the requirements in
Section 9-33.1, for Construction Geotextile for Underground Drainage, Moderate Survivability, Class
B.
Proprietary Materials
Allan Block Wall
Wall backfill material placed in the open cells of the precast concrete blocks and placed in the one to
three foot zone immediately behind the precast concrete blocks shall be crushed granular material
conforming to Section 9-03.9(3).
GEOWALL Structural Earth Retaining Wall System
Connection pins shall be fiberglass conforming to the requirements of Basalite Concrete Products,
LLC.
Keystone Structural Retaining Walls
Block alignment pins shall be fiberglass conforming to the requirements of Keystone Retaining Wall
Systems, Inc.
Block connector pins shall conform to AASHTO M 32, and shall be galvanized after fabrication in
accordance with AASHTO M 111.
Landmark Retaining Wall
Lock bars shall be made of a rigid polyvinyl chloride polymer conforming to the following
requirements:
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24. Special Provisions 147
Property Value Specification
Specific Gravity 1.4 minimum ASTM D 792
Tensile Strength
at yield
2,700 psi
minimum
ASTM D 638
Lock bars shall remain sealed in their shipping containers until placement into the wall. Lock bars
exposed to direct sunlight for a period exceeding two months shall not be used for construction of
the wall.
Mesa Wall
Block connectors for block courses with geogrid reinforcement shall be glass fiber reinforced high-
density polypropylene conforming to the following minimum material specifications:
Property Specification Value
Polypropylene ASTM D 4101
Group 1 Class 1 Grade 2 73 ± 2 percent
Fiberglass Content ASTM D 2584 25 ± 3 percent
Carbon Black ASTM D 4218 2 percent minimum
Specific Gravity STM D 792 1.08 ± 0.04
Tensile Strength ASTM D 638
at yield 8,700 ± 1,450 psi
Melt Flow Rate ASTM D 1238 0.37 ± 0.16 oz./10 min.
Block connectors for block courses without geogrid reinforcement shall be glass fiber reinforced
high-density polyethylene (HDPE) conforming to the following minimum material specifications:
Property Specification Value
HDPE ASTM D 1248
Type III Class A Grade 5 68 ± 3 percent
Fiberglass Content ASTM D 2584 30 ± 3 percent
Carbon Black ASTM D 4218 2 percent minimum
Specific Gravity ASTM D 792 1.16 ± 0.06
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Tensile Strength ASTM D 638
at yield 8,700 ± 725 psi
Melt Flow Rate ASTM D 1238 0.11 ± 0.07 oz./10
min.
Section 6-13.2 is supplemented with the following:
Backfill for Structural Earth Walls shall meet the requirements of Section 9-03.14(4).
Unit Fill
Unit Fill shall consist of permeable ballast
6-13.3 Construction Requirements
Section 6-13.3 is supplemented with the following:
(******)
The Contractor shall submit stamped shop drawings prior to approval by the engineer.
If an alternate wall system is proposed by the Contractor and accepted by the Engineer, the Contractor
shall be responsible for identifying the limits of excavation for the proposed wall substitution. All costs
associated with the expanded excavation limits, including but not limited to shoring for maintenance
of driveways, roadway, business signs, luminaires, building foundations, backfill of the expanded
excavation area, and restoration shall be included in the unit price for Modular Block Wall or Structural
Earth Wall.
Only one facing style, dimensions and color of precast concrete block shall be allowed on the entire
project. Once approved, all precast concrete blocks shall be of the same manufacture and facing style
and color for all modular block and structural earth walls. Variations in block depth and weight will be
allowed from wall to wall to meet the design requirements.
Final approved wall plans shall include designs that can be completely constructed within City owned
Right-of-Way. This includes any portion of the blocks, geogrid, or underdrain pipe.
Contractor shall complete wall terminations using finished face units such that no unfinished edges of
block units are visible. This may be accomplished by stepping the wall down to below finish grade
with finished face units or creating a small return into the existing grade. These termination features
will be measured and paid per square foot at the unit price bid for Structural Earth Wall or Modular
Block Wall as applicable.
(April 6, 2015 WSDOT GSP)
Concrete Block Faced Structural Earth Wall
Concrete block faced structural earth walls shall be constructed of only one of the following wall
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systems. The Contractor shall make arrangements to purchase the concrete blocks, soil reinforcement,
attachment devices, joint filler, and all necessary incidentals from the source identified with each wall
system:
Allan Block Wall
Allan Block Wall is a registered trademark of the Allan Block Corporation
Allan Block Corporation
7424 W 78th Street
Bloomington, MN 55439
(800) 899-5309
FAX (952) 835-0013
www.allanblock.com
Mesa Wall
Mesa Wall is a registered trademark of Tensar Corporation
Tensar Corporation
2500 Northwinds Parkway Suite 500
Atlanta, GA 30009
(770) 334-2090
FAX (678) 281-8546
www.tensarcorp.com
Landmark Retaining Wall System
Landmark Retaining Wall System is a registered trademark of Anchor Wall
Systems, Inc.
Anchor Wall Systems, Inc.
5959 Baker Road, Suite 390
Minnetonka, MN 55345-5996
(877) 295-5415
FAX (952) 979-8454
www.anchorwall.com
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Keystone Structural Retaining Walls
KeySystem I is a registered trademark of Keystone Retaining Wall Systems, Inc.
Keystone Retaining Wall Systems, Inc.
4444 West 78th Street
Minneapolis, MN 55435
(952) 897-1040
FAX (952) 897-3858
www.keystonewalls.com
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DIVISION 7 DRAINAGE STRUCTURES, STORM SEWERS, WATER MAINS, AND
CONDUITS
7-01 DRAINS
7-01.2 Materials
The second paragraph of Section 7-01.2 is revised as follows:
(******)
Drain pipes may be concrete, zinc coated (galvanized) corrugated iron with Asphalt Treatment I,
aluminum coated (aluminized) corrugated iron with Asphalt Treatment I, zinc coated (galvanized) steel
with Asphalt Treatment I, corrugated aluminum alloy, polyvinyl chloride (PVC), or corrugated
polyethylene (PE) at the option of the Contractor unless the Plans specify the type to be used.
Underdrain pipe for bioretention cells shall be slotted PVC per Section 9-05.2(9) of these Special
Provisions.
Materials for underdrain cleanouts within bioretention cells shall be per Renton Standard Plan 226.6
for “Cleanout Riser Located Within Bioretention Ponding Area”. This style of cleanout may be used for
cleanouts located anywhere within the vegetated bioretention cell area.
Underdrain Aggregate shall be per Section 9-03.12(6) of these Special Provisions.
7-01.3 Construction Requirements
Section 7-01.3 is revised as follows:
(******)
The second paragraph is revised as follows:
PVC drainpipe shall be jointed with a bell and spigot joint using a flexible elastomeric seal as described
in Section 9-04.8. The bell shall be laid upstream. PE or ABS drainpipe shall be jointed with snap-on,
screw-on, or wraparound coupling bands as recommended by the manufacturer of the tubing.
The sixth paragraph is revised as follows:
PVC under drain pipe shall be jointed using either the flexible elastomeric seal as described in
Section 9-04.8 or solvent cement as described in Section 9-04.9, at the option of the Contractor unless
otherwise specified in the Plans. The bell shall be laid upstream. PE or ABS drainage tubing under drain
pipe shall be jointed with snap-on, screw-on, or wraparound coupling bands, as recommended by the
manufacturer of the tubing.
7-02 CULVERTS
7-02.2 Materials
The second paragraph of Section 7-02.2 is revised and supplemented as follows:
(******)
Where steel or aluminum are referred to in this section in regard to a kind of culvert pipe, pipe arch,
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or end sections, it shall be understood that steel is zinc coated (galvanized) with Asphalt Treatment I
or aluminum coated (aluminized) corrugated iron or steel, and aluminum is corrugated aluminum alloy
as specified in Sections 9-05.4 and 9-05.5. Where plain or reinforced concrete, steel, or aluminum are
referred to in Section 7-02 it shall be understood that reference is also made to PVC.
7-04 STORM SEWERS
7-04.2 Materials
The first paragraph of Section 7-04.2 is revised as follows:
(******)
Trench backfill for storm trench shall be Gravel Borrow per 9-03.14(1).
Unless a pipe material is specifically called out on the Plans, materials shall meet the following
requirements.
Size and Pipe Material Allowed Specification
8” or larger Solid Wall PVC Storm Sewer Pipe
12” or larger Polypropylene Storm Sewer Pipe
8” or larger Ductile Iron Pipe
6” to 8” PVC for Subsurface Underdrain
6” to 8” PVC for Storm Underdrain
9-05.12(1)
9-05.24
9-05-13
Per Plans
Per Plans
Where bends are shown on the plans, they shall be of the same material and manufacturer as the
main pipe and meet the manufacturer’s recommendations.
The second paragraph of Section 7-04.2 is supplemented as follows:
(******)
The Contractor shall require pipe suppliers to furnish certificates signed by their authorized
representative, stating the specifications to which the materials or products were manufactured. The
Contractor shall provide 2 copies of these certifications to the Engineer for approval. Certificates
showing nonconformance with the Contract shall be sufficient evidence for rejection. Approval of
certificates shall be considered only as tentative acceptance of the materials and products, and such
action by Engineer will not relieve Contractor of his/her responsibility to perform field tests and to
replace or repair faulty materials, equipment, and/or workmanship and Contractor’s own expense.
Section 7-04.2 is supplemented with the following:
(******)
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24. Special Provisions 153
Dense foam shall meet 9-05.52 of these Special Provisions.
Direct Pipe Tee Connections:
Direct pipe tee connections for use in gravity-flow sewer and storm drainage direct connections to
pipe shall be Inserta Tee service connections, as manufactured by Inserta Tee and shall meet ASTM
F2946 and consist of a PVC hub, rubber sleeve, and stainless steel band. Connection shall be a
compression fit into the cored wall of a mainline pipe. Hub shall be made from heavy-duty PVC
material. Stainless steel clamping assembly shall be of SS #301 for the band and housing and SS #305
for screws. Rubber sleeve and gasket, when applicable, shall meet the requirements of ASTM F477.
Gaskets shall be installed by the manufacturer. A water-based solution provided by the manufacturer
shall be used during assembly. Inserta Tee product shall provide a water connection according to the
requirements of ASTM D3212.
7-04.2(2) Temporary Stormwater Diversion
Section 7-04.2(2) is an added new section
(******)
It shall be the Contractor’s responsibility to maintain operation of the existing storm sewer system
throughout the duration of the project without any disruption of service until the new storm drain has
been accepted by the City to receive stormwater flows, and connections are made between the
existing and new storm based on scheduling approved by the Engineer.
A temporary stormwater diversion shall be capable of bypassing at least the 2-year peak flow during
construction.
The Contractor shall submit proposed methods for providing the diversions to the Engineer for
approval prior to construction. The diversions shall have the least impact on property owners and
traffic flow through the site. The diversions shall be installed, operated, and maintained only when
needed where the existing storm drain system must be demolished to allow construction of the new
system. Where shown on the Plans, Contractor shall time work of bypasses during period of
anticipated no or little rain.
If bypass pumping is provided, it shall be scheduled for continuous operation with backup equipment
available at all times for periods of maintenance and refueling or failure of the primary bypass pump(s)
or diversion system.
The Contractor’s bypass operation shall be sized to handle, at a minimum, the 2-year peak flow rate
or can be reduced to a size determined by the Contractor if the temporary bypass can be timed to
coincide with a period of little to no rain. The Contractor shall submit a Temporary Stormwater
Diversion Plan in accordance with Section 1-05. The Contractor’s plan shall be reviewed by the City
before the plan is implemented. The review of the flow diversion plan shall, as well as the Contractor’s
proposed size of the bypass, in no way relieve the Contractor of his responsibility to provide a bypass
system that conveys encountered flows without property damage or damage to the project or
construction area. As risk associated with sizing the bypass and impacts to construction is born by the
Contractor.
7-04.3(1) Cleaning and Testing
Section 7-04.3(1) is supplemented with the following:
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24. Special Provisions 154
(******)
Before testing begins and in adequate time to obtain approval through submittal process, prepare and
submit test plan for approval by Engineer. Include testing procedures, methods, equipment, and
tentative schedule. Obtain advance written approval for any deviations from Drawings and
Specifications.
Repair, correct, and retest sections of pipe which fail to meet specified requirements when tested.
Perform testing as work progresses. Schedule testing so that no more than 1000 linear feet of installed
pipeline remains untested at one time.
Perform testing under observation of Engineer or Inspector.
Schedule testing during no rain. Plug the lower end of the pipe if needed to test pipe.
All pipe larger than 30-inch diameter shall have joints individually tested for Joint Tightness. Prior to
final backfill, all joints shall be individually tested using low-pressure air per ASTM C1103. For the
installation of any flexible pipe larger than 30-inches in diameter, the Contractor shall retain the
services of a pipe manufacturer representative, knowledgeable in the installation methods and
practices for the specific pipe product used on this project, as well as on the installation practices for
flexible pipelines in general. The manufacturer’s representative shall be present full time on site during
the construction of the first 300 feet of pipe installation, and part-time, as required, thereafter until
the entire pipeline installation is complete. The manufacturer’s representative shall observe pipe
foundation, pipe installation, placement and compaction of pipe zone bedding and backfill, and testing
procedures. The manufacturer’s representative shall notify Engineer and Contractor of any non-
conforming installation, identifying the manufacturer recommended corrective action(s), within 24
hours of such occurrence. All flexible pipe shall be tested for maximum pipe deflection by pulling a
rigid mandrel through the entire (i.e., 100%) flexible pipe length installed. Maximum deflection shall
not exceed 5%. Mandrel testing shall conform to ASTM D3034, and be performed no sooner than 30
days after backfilling and prior to final acceptance testing of the segment. Submit test results to the
Engineer.
1. Rigid mandrel shall have outside diameter (O.D.) equal to 95 percent of inside diameter (I.D.)
of pipe. Inside diameter of pipe, for purpose of determining outside diameter of mandrel,
shall be average outside diameter minus two minimum wall thicknesses for O.D. controlled
pipe and average inside diameter for I.D. controlled pipe, dimensions shall be per appropriate
standard. Statistical or other "tolerance packages" shall not be considered in mandrel sizing.
2. Rigid mandrel shall be constructed of metal or rigid plastic material that can withstand 200
psi without being deformed. Mandrel shall have nine or more "runners" or "legs" as long as
total number of legs is odd number. Barrel section of mandrel shall have length of at least 75
percent of inside diameter of pipe. Rigid mandrel shall not have adjustable or collapsible legs
which would allow reduction in mandrel diameter during testing. Provide and use proving ring
for modifying each size mandrel.
3. Furnish "proving ring" with each mandrel. Fabricate ring of 1/2-inch-thick, 3-inch-wide bar
steel to diameter 0.02 inches larger than approved mandrel diameter.
4. If a rigid mandrel is not available, the Contractor may substitute a round steel bar meeting #3
above.
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“Testing Storm Sewer Pipe”, per linear foot shall be incidental to and included in storm sewer pipe bid
items.
7-04.3(1)G Abandon Existing Storm Sewer Pipes
Section 7-04.3(1)G is a new section:
(******)
Where it is shown on the plans that existing storm sewer pipe is to be abandoned by filling with
grout, all abandonment of storm drain lines shall conform to Section 7-17.3(2)I.
7-04.3(2) CCTV Inspection
Section 7-04.3(2)is a new added section:
(******)
All storm drain main lines constructed as part of this project shall be inspected by the use of closed-
circuit television (CCTV) before substantial completion. The costs incurred in “CCTV Inspection” per
linear foot shall be paid for under “CCTV Inspection.”
All CCTV inspections for storm drain lines shall conform to Section 7-17.3(2)H.
7-04.3(3) Direct Pipe Connections
Section 7-04.3(4) is a new added section as follows:
(******)
Field Pipe and Joint Performance: To assure water tightness, field performance verification may be
accomplished by testing in accordance with ASTM F2487, ASTM F1417 or ASTM C1103. Appropriate
safety precautions must be used when field-testing any pipe material. Contact the manufacturer for
recommended leakage rates.
Installation: Installation shall be accordance with the manufacturer’s recommended installation
guidelines. Backfill around the Inserta Tee service connection shall be, at a minimum, of the same
material type and compaction level as specified for the mainline pipe installation.
7-05 MANHOLES, INLETS, AND CATCH BASINS
7-05.2 Materials
Section 7-05.2 is supplemented with the following:
(******)
7-05.2(1) Filterra Units
Filterra stormwater media filter units shall consist of Precast Filterra® units, as manufactured by
Contech Engineered Solutions, 9025 Centre Pointe Dr. Suite 400, West Chester, Ohio 45069 (800) 338-
1122.
Filterra® units shall have a General Use Level Designation (GULD) for Enhanced treatment from the
State of Washington Department of Ecology through the TAPE program.
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Each Filterra® unit consists of a precast concrete vault; underdrain system consisting of underdrain
stone, perforated pipe, and cleanout; filter media; top slab with integrally-cast tree frame and grate,
cleanout cover, and galvanized angle nosing; mulch; and plant material. Conduits shall be precast into
the vault walls as detailed on the Plans to accommodate irrigation supply lines.
Filterra® Top Slab: Standard Flat Top
Supplied Filterra® units shall include inspection and maintenance by the supplier, or a supplier-
approved contractor, for a minimum period of one year, consisting of two scheduled visits. The
maintenance visits shall include the following tasks:
1. Filterra® unit inspection.
2. Foreign debris, silt, mulch & trash removal.
3. Filter media evaluation and recharge as necessary.
4. Plant health evaluation and pruning or replacement as necessary.
5. Replacement of mulch.
6. Disposal of all maintenance refuse items.
7. Maintenance records updated, stored, and submitted to the City of Renton Surface Water
Management Division.
Prior to each maintenance visit, the City of Renton Surface Water Utility shall be notified and allowed
to inspect the facility and observe the maintenance of the Filterra® Bioretention System by the
supplier or supplier-approved contractor (contact Jared McDonald 425-430-7293).
7-05.3 Construction Requirements
Section 7-05.3 is supplemented by adding the following:
(******)
All manholes shall have eccentric cones and shall have ladders.
Connection to manholes or catch basins for storm sewer pipe less than 24-inch shall be “Kor-n-Seal”
boot or approved equal.
Sanitary sewer pipe to sanitary sewer manhole connections shall be “Kor-n-Seal” boot or approved
equal.
7-05.3(1) Adjusting Manholes and Catch Basins to Grade
Section 7-05.3(1) is replaced with:
(******)
Where shown in the Plans or where directed by the Engineer, the existing manholes, catch basins, or
inlets shall be adjusted to the grade as staked or otherwise designated by the Engineer.
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The existing cast iron ring and cover on manholes and the catch basin frame and grate shall first be
removed and thoroughly cleaned for reinstalling at the new elevation. From that point, the existing
structure shall be raised or lowered to the required elevation.
The Contractor shall construct manholes so as to provide adjustment space for setting cover and
casting to a finished grade as shown on the Construction Plans. Manhole ring and covers shall be
adjusted to the finished elevations per standard detail 106 prior to final acceptance of the Work.
Manholes in unimproved areas shall be adjusted to 6” above grade.
In unpaved streets: manholes, catch basins, and similar structures in areas to be surfaced with crushed
rock or gravel shall be constructed to a point approximately eight inches below the subgrade and
covered with a temporary wood cover. Existing manholes shall be cut off and covered in a similar
manner. The Contractor shall carefully reference each manhole so that they may be easily found upon
completion of the street Work. After placing the gravel or crushed stone surfacing, the manholes and
manhole castings shall be constructed to the finished grade of the roadway surface. Excavation
necessary for bringing manholes to grade shall center about the manhole and be held to the minimum
area necessary. At the completion of the manhole adjustment, the void around the manhole shall be
backfilled with materials which result in the section required on the typical roadway section, and be
thoroughly compacted.
In cement concrete pavement: manholes, catch basins, and similar structures shall be constructed and
adjusted in the same manner as outlined above except that the final adjustment shall be made and
cast iron frame be set after forms have been placed and checked. In placing the concrete pavement,
extreme care shall be taken not to alter the position of the casting in any way.
In asphalt concrete pavement: manholes shall not be adjusted until the pavement is completed, at
which time the center of each manhole shall be carefully relocated from references previously
established by the Contractor. The manhole shall then be brought to proper grade utilizing the same
methods of construction as for the manhole itself. The cast iron frame shall be placed on the concrete
grade rings and mortar. The complete patch shall match the existing paved surface for texture, density,
and uniformity of grade. The joint between the patch and the existing pavement shall then be carefully
painted with hot asphalt cement or asphalt emulsion and shall be immediately covered with dry
paving sand before the asphalt cement solidifies.
Adjustment of inlets: The final alignment and grade of cast iron frames for new and old inlets to be
adjusted to grade will be established from the forms or adjacent pavement surfaces. The final
adjustment of the top of the inlet will be performed in similar manner to the above for manholes. On
asphalt concrete paving projects using curb and gutter section, that portion of the cast iron frame not
embedded in the gutter section shall be solidly embedded in asphalt also. The concrete shall extend
a minimum of six inches beyond the edge of the casting and shall be left 2 inches below the top of the
frame so that the wearing course of asphalt concrete pavement will butt the cast iron frame. The
existing concrete pavement and edge of the casting shall be painted with hot asphalt cement.
Adjustments in the inlet structure shall be constructed in the same manner and of the same material
as that required for new inlets. The inside of the inlets shall be mortared.
Monuments and cast iron frame and cover: monuments and monument castings shall be adjusted to
grade in the same manner as for manholes.
Valve box castings: adjustments of valve box castings shall be made in the same manner as for
manholes.
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7-05.3(2) Abandon Existing Manholes
Section 7-05.3(2) is revised as follows:
(******)
Where it is required that an existing manhole be abandoned, the structure shall be broken down to a
depth of at least 4 feet below the revised surface elevation, all connections plugged, the manhole base
shall be fractured to prevent standing water, and the manhole filled with sand and compacted to
90 percent density as specified in Section 2-03.3(14)C. Debris resulting from breaking the upper part
of the manhole may be mixed with the sand subject to the approval of the Engineer. The ring and
cover shall be salvaged and all other surplus material disposed of.
7-05.3(3) Connections to Existing Manholes
Section 7-05.3(3) is supplemented by adding the following:
(******)
Where shown on the Plans, new drain pipes shall be connected to existing line, catch basin, curb inlets
and/or manholes. The Contractor shall be required to core drill into the structure, shape the new pipe
to fit and re-grout the opening in a workmanlike manner. Where directed by the Engineer or where
shown on the Plans, additional structure channeling will be required.
Connections to existing sanitary sewer manholes shall be core drilled. Couplings shall be equal to
“Kor-n-Seal” boots. Existing sanitary sewer manholes shall be cleaned, repaired, and re-channeled as
necessary to match the new pipe configuration and as shown on the Construction Plans.
A "connection to existing" item will be allowed at any connection of a new line to an existing structure.
No "connection to existing" will be accepted at the location of new installation, relocation and
adjustment of line manholes, catch basins, or curb inlets.
Any damage to existing pipe or structure that is to remain in place resulting from the Contractor's
operations shall be repaired or replaced at her/his own expense.
The unit bid price per each shall be full compensation for all labor, materials and equipment required.
7-05.3(5) Manhole Coatings
Section 7-05.3(5) is an added new section:
(******)
All new sanitary sewer manholes shall be coated as specified below. The following coating system
Specifications shall be used for coating (sealing) all interior concrete surfaces of sanitary sewer
manholes.
Coating Material: High Solids Urethane
Surfaces: Concrete
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Surface Preparation: In accordance with SSPC SP-7
(Sweep of brush off blast)
Application: Shop/Field
The drying time between coats shall not exceed 24 hours in any case
System Thickness: 6.0 mils dry film
Coatings: Primer: One coat of Wasser MC-Aroshield (2.0 mils DFT)
Finish: Two or more coats of Wasser MC-Aroshield (min. 4.0 mils DFT)
Color: White
7-05.3(6) Filterra Unit Installation
Section 7-05.3(6) is an added new section:
(******)
Filterra® units shall be constructed as detailed in the Plans and in accordance with these Special
Provisions and the manufacturer’s installation instructions.
Each unit shall be constructed at the locations and elevations according to the sizes shown on the
approved Plans. Any modifications to the elevation or location shall be at the direction of and
approved by the Engineer.
If the Filterra® unit is stored before installation, the top slab shall be placed on the box using the 2x4
wood provided, to prevent any contamination from the site. All internal fittings supplied (if any), must
be left in place as per the delivery.
The unit shall be placed on a compacted sub-grade with a minimum 6-inch gravel base. The unit shall
be placed such that the unit and top slab match the grade of the curb in the area of the unit. Compact
undisturbed sub-grade materials to 95% of maximum density at +1- 2% of optimum moisture.
Unsuitable material below sub-grade shall be replaced to the site Engineer’s approval.
The 4-inch outlet pipe from each unit shall be connected to an adjacent catch basin as shown on the
Plans, using 6-inch diameter corrugated polyethylene storm drain drain pipe, as specified in Section 7-
01 of these Special Provisions, with a maximum of two 45-degree bend fittings.
Once the unit is set, the internal wooden forms and protective mesh cover shall be left intact. Remove
only the temporary wooden shipping blocks between the box and top slab. The top lid shall be sealed
onto the box section before backfilling, using a non-shrink grout, butyl rubber or similar waterproof
seal. The boards on top of the lid and boards sealed in the unit’s throat must NOT be removed. The
Supplier (Contech or its authorized dealer) will remove these sections at the time of activation.
Backfilling shall be performed in a careful manner, bringing the appropriate fill material up in 6-inch
lifts on all sides. Precast sections shall be set in a manner that will result in a watertight joint.
Installation of Filterra® unit shall conform to ASTM specification C891 “Standard Practice for
Installation of Underground Precast Utility Structures”.
The contractor is responsible for inlet protection/sediment control and cleaning around each Filterra
unit.
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The curb and gutter adjacent to each Filterra unit shall be cast in place following installation of the
Filterra unit, providing a depressed gutter section as detailed in the Plans. Dowel bars from the pre-
cast Filterra unit shall be bent to extend into the cast-in-place depressed gutter as detailed on the
Plans. Throat protection device provided with Filterra unit shall remain in place until the site is
stabilized and the Filterra unit is activated by Filterra supplier.
The contractor shall verify that the elevation of the next downstream catch basin is lower than the
gutter elevation adjacent to the Filterra unit.
7-06 BIORETENTION CELLS
The following is a new section with new subsections:
(******)
7-06.1 Description
This work shall consist of constructing bioretention cells as shown on the Plans and as specified herein.
This work typically includes:
1. Protection of subgrade from compaction or silt laden runoff during construction;
2. Excavation of swale to subgrade;
3. Placement of impermeable bioretention liner where specified on plans;
4. Placement of gravel backfill for drain, gravel backfill for sand drain, bioretention media, and
compost.
5. Planting the plants; and
6. Protection of the bioretention swale while the Project Site is stabilized.
7-06.2 Materials
Materials shall meet the requirements of the following sections:
Coarse Compost 9-14.4(8)
Bioretention Media Special Provision 9-14.1(4)
Streambed Cobbles 9-03.11(2)
See Section 7-01 for underdrains, underdrain aggregate, and cleanouts.
7-06.3 Construction Requirements
7-06.3(1) General
Sediment laden water shall not be allowed to enter the bioretention cell until written authorization is
given by the Engineer.
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Bioretention soil shall be protected from all sources of additional moisture at the supplier’s site, in
covered conveyance, and at the Project Site as incorporated into the Work. Soil placement and
compaction will not be allowed when the ground is frozen, or when the weather is too wet as
determined by the Engineer
The Contractor shall provide the testing laboratory for all bioretention soils and have all required tests
completed, the laboratory shall be a Seal of Testing Assurance (STA), AASHTO, ASTM or other standards
organization, as designated in the contract, accredited laboratory with current and maintained
certification. The testing laboratory shall be capable of performing all tests to the standards specified,
and shall provide test results with an accompanying Manufacturer's Certificate of Compliance.
Bioretention Cells shall be constructed in conformance with the Low Impact Development Technical
Guidance Manual for Puget Sound (December 2012).
7-06.3(1)A Submittals for Bioretention Media Design
At least 10 Working Days prior to placement of Bioretention Media, the Contractor shall submit to the
Engineer the following in accordance with Section 1-05.3:
1. Grain size analysis results of the Mineral Aggregate for bioretention media (Section 9-03.2(2))
performed by an independent laboratory in accordance with ASTM D 422, Standard Test
Method for Particle Size Analysis of Soils;
2. Quality analysis results for the compost for bioretention media performed in accordance with
STA standards, as specified in Section 9-14.4(9);
3. Organic content test results of the bioretention media. Organic content test shall be
performed in accordance with Testing Methods for the Examination of Compost and
Composting (TMECC) 05.07A, “Loss-On-Ignition Organic Matter Method”;
4. Cationic Exchange Capacity test results.
5. A five (5) gallon sample of the bioretention media, including the following information:
a. The Manufacturer’s Certificate(s) of Compliance per Section 1-06.3 accompanying the test
results from the Supplier of the bioretention media, and (if different) the Suppliers of the
mineral aggregate and compost components, including their name(s) and address(es);
b. A description of the equipment and methods to mix the mineral aggregate and compost
to produce bioretention soil;
6. The following information about the testing laboratory(ies):
a. name of laboratory(ies) including contact person(s),
b. address(es),
c. phone contact(s),
d. e-mail address(es);
e. Qualifications of laboratory and personnel including date of current certification by STA,
ASTM, AASHTO, or approved equal.
A second sample, with Supplier information, shall be collected by the Contractor from the material
actually delivered to the site and delivered to the Engineer. Engineer may conduct testing on the
samples to verify that the material delivered is the same material submitted on.
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7-06.3(2) Grading and Placement for Bioretention Cells
Grading and placement for bioretention cells shall be performed as follows:
1. The Contractor shall construct the bioretention cell during the dry months to make sure that
the swale is in place and stabilized prior to the wet season.
2. No heavy equipment shall operate within the swale or earth berm perimeter once
bioretention cell excavation has begun, including during excavation, backfilling, tree pit
preparation, mulching, or planting. At the locations shown on the Drawings, bioretention cells
shall be excavated to accommodate the placing of Bioretention Media and, if applicable,
Gravel Reservoir as shown on the Drawings. There shall be no grading within the drip line of
trees to be retained, unless otherwise specified in the Drawings. The Contractor shall review
the site and notify the Engineer of conflicts with tree protection standards and/or other site
conditions 24-hours prior to proceeding with the Work. The Contractor shall provide the
Engineer the opportunity to inspect the excavation 24-hours prior to placement of any
material or subgrade soil scarification.
3. After excavation to subgrade, if any sediment laden runoff has entered the cell, the sediment
deposition shall be removed by over-excavating the cell in minimum 3-inch layers, and until
approved by the Engineer. The excavated material shall be replaced with Bioretention Media,
at the Contractor’s expense.
4. Where a bioretention liner is shown on the Plans, an impermeable liner meeting the material
requirements found in Section 7-05 of these Special Provisions shall be installed in accordance
with the manufacturer’s instructions prior to installation of the underdrain, drain rock, and
bioretention media.
5. For cells where a bioretention liner will not be installed, the Contractor shall scarify the surface
of the prepared subgrade to a minimum depth of 3-6 inches prior to placement of Bioretention
Media or Construction Geotextile/Gravel Reservoir, if applicable.
6. If applicable, after placement of Gravel Reservoir, if any sediment laden runoff has entered
the bioretention cell, the sediment deposition shall be removed by excavating Gravel
Reservoir in the bioretention cell in minimum 3-inch layers (until approved by the Engineer)
and replacing it with clean Gravel Reservoir, at the Contractor’s expense.
7. The Contractor shall place Bioretention Media loosely upon a prepared subgrade, or upon
Construction Geotextile/Gravel Reservoir if an underdrain is specified in accordance with
these Specifications and in conformity with the lines, grades, depth, and typical cross-section
shown in the Drawings or as established by the Engineer. See Section 7-10.3(3) for additional
information regarding placement of Bioretention Media.
8. Locations and grading requirements to support new trees as a component of the bioretention
system shall be field marked by the Engineer when identified as “field locate by the Engineer”
on the Drawings. Provide 24-hour advance notice for Engineer to locate plantings per Section
8 -02.3(7).
9. Prior to seeding or planting, the Contractor shall notify the Engineer to inspect the
bioretention cell. If any sediment laden runoff has entered the swale, the Contractor shall
remove the top 3 inches of Bioretention Media and replace with Bioretention Media per
design, at the Contractor’s expense.
10. Contractor shall be responsible protecting the bioretention swale until the vegetation is
stabilized. Contractor shall be responsible for protecting the stabilized bioretention cell from
sedimentation until the remainder of the site is stabilized and cleaned up.
11. No Materials or substances shall be mixed or dumped within the bioretention landscape
planting area that may be harmful to plant growth, or prove a hindrance to the planting or
maintenance operations.
12. The finished elevation of the top of the bioretention cell shall be two (2) inch below walks,
curbs, pavements and driveways, unless otherwise specified or detailed on the plans. Upon
completion of finish grading work, all excess Material shall be removed from the Project Site
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and disposed of accordingly.
7-06.3(3) Bioretention Media Placement
The Contractor shall not place Bioretention Media until the Project Site draining to the bioretention
area has been stabilized and authorization is given by Engineer.
Soil placement and consolidation shall not occur when the Bioretention Media is excessively wet.
Mixing or placing Bioretention Media shall not be allowed if the area receiving Bioretention Media is
frozen, excessively wet or saturated or has been subjected to more than 1/2-inch of precipitation
within 48-hours prior to mixing or placement.
The Contractor shall not place Bioretention Media until the Media delivery ticket(s) have been
reviewed and accepted by the Engineer. At first delivery of Bioretention Media, and for deliveries
thereafter as determined by the Engineer, the Contractor will make available to the Engineer:
1. The 5 gallon sample of Bioretention Media described in 7-22.3(1)A SUBMITTALS, for
comparison with the delivered soil.
2. The Manufacturer’s Certificate(s) of Compliance and test results described in 7-22.3 (1)A
SUBMITTALS, for comparison with the delivery tickets to verify the Suppliers.
3. Access to the delivered Bioretention Media, before placement, to verify that it is
homogeneously mixed and matches the submitted sample.
The Engineer may stop Bioretention Media delivery and placement if the Engineer determines that
the delivered soil does not appear to match the submittals, and require sampling and testing of the
delivered soil, before authorizing Bioretention Media placement.
Place Bioretention Media specified for landscape areas loosely. Final soil depth shall be measured and
verified only after the soil has been water consolidated, which requires filling the swale with water in
a controlled manner, without creating any scour or erosion, to at least 4-inches of ponding. Do not
allow uncontrolled runoff from adjacent impervious areas to enter swales. Repeat until final depth is
achieved.
After placement of Bioretention Media, and before planting or placing coarse compost, the Contractor
shall notify the Engineer at least five (5) Working days in advance, so that the Engineer can perform
compaction and final infiltration testing.
Rake soil to final grade, swale shall be consolidated or compacted as specified above, and approved
by Engineer prior to planting.
Bioretention Media shall be protected from all sources of additional moisture at the Supplier’s site, in
covered conveyance, and at the Project Site until incorporated into the Work.
7-06.3(4) Bioretention Media Acceptance
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Upon final placement of the Bioretention Media and prior to planting and placement of coarse
compost, the owner will perform compaction and in-place infiltration testing to determine final
acceptance of the BSM. Bioretention swale shall provide a minimum infiltration rate of 1.0
inches/hour. Three separate infiltration tests shall be conducted back-to-back on each facility. The
swale will not be accepted if it exhibits an infiltration rate of less than 1.0 inches/hour on any of the
three tests.
Upon completion of the final testing no equipment will be allowed within the bioretention swale. All
areas which fail the infiltration testing shall be retested at the Contractors expense after the Contractor
addresses deficiencies in the construction methods or materials. Should equipment enter the swale
after the owner provided infiltration testing the area shall be retested at the Contractor’s expense.
7-06.3(5) Streambed Cobbles
Streambed cobbles, 6-inch minus, shall be hand-placed where specified on the Plans. Cobble depth
shall be as specified on the Plans.
7-06.3(6) Vertical Wall for Bioretention Cell
Vertical walls for bioretention cells shall be constructed as shown on the plans and in accordance with
the construction requirements for concrete curbs in Section 8-04.3(1) of the Standard Specifications.
7-08 GENERAL PIPE INSTALLATION REQUIREMENTS
7-08.3 Construction Requirements
7-08.3(1)A Trenches
Section 7-08.3(1)A is supplemented by adding the following:
(******)
Trench Excavation Incl. Haul includes the trench excavation for the storm sewer, sanitary sewer, and
water main construction in accordance with the trench limits outlined on the plan drawings. All trench
excavated materials shall be disposed of off-site at an approved Contractor-provided disposal site.
Excavation outside the excavation limits shown on the plan drawings shall be at no additional expense
to the City.
Contaminated Trench Excavation includes the trench excavation of materials characterized as
contaminated based on sampling results for the storm sewer, sanitary sewer, and water main
construction and in accordance with the trench limits outlined on the plan drawings. This excavated
soil shall be managed in accordance with applicable state and federal regulations outlined in the
Contract Documents. Handling and disposal of materials shall adhere to all transportation
requirements, receive pre-approval from a disposal facility, manifesting, and record keeping, etc., as
outlined in the Contractor’s Contaminated Soil and Groundwater Handling and Management Plan. The
excavations will require a shoring system to limit the volume of excavation. Excavation outside the
trench limits shown on the plan drawings shall be at no additional expense to the City.
7-08.3(1)C Bedding the Pipe
Section 7-08.3(1)C is supplemented by adding the following:
(******)
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Pipe bedding for PVC sewer pipe shall meet the requirements of Section 9-03.12(3). It shall be placed
to a depth of 6" over and 6" under the exterior walls of the pipe.
For all pipe bedding, hand compaction of the bedding materials under the pipe haunches will be
required. Pipe bedding should provide a firm uniform cradle for support of the pipes. Prior to
installation of the pipe, the pipe bedding should be shaped to fit the lower part of the pipe exterior
with reasonable closeness to provide uniform support along the pipe. Hand compaction shall be
accomplished by using a suitable tamping tool to firmly tamp bedding material under the haunches of
the pipe. Care shall be taken to avoid displacement of the pipe during the compaction effort.
Pipe bedding material should be used as pipe zone backfill and placed in layers and tamped around
the pipes to obtain complete contact.
Bedding material shall meet the requirements of Gravel backfill for Pipe Zone Bedding in accordance
with Standard Specification Section 9-03.12(3). Pipe bedding shall be considered incidental to the
pipe and no further compensation shall be made.
In areas where the subgrade soils in the trench excavation consist of fine-grained soils, such as silt/clay,
or organic rich soils, the Engineer may direct the Contractor to use a geotextile separator fabric be
placed over the native soils prior to placement of the pipe bedding. The geotextile shall meet the
requirements of Section 9-33.2(1) Table 3 for Separation. Geotextile shall be paid for by other items.
7-08.3(1)D Pipe Foundation
Section 7-08.3(1)D is a new section:
(******)
Pipe foundation in poor soil: When soft or unstable material is encountered at the subgrade which,
in the opinion of the Engineer, will not uniformly support the pipe, such material shall be excavated to
an additional depth as required by the Engineer and backfilled with foundation gravel material placed
in maximum 12-inch lifts. Foundation gravel shall be CSBC and conform to the requirements of Section
9-03.9(3) of the Standard Specifications.
Corrections faulty grade: Excess excavation below grade shall be backfilled with foundation gravel as
specified above and thoroughly compacted to the required grade line.
7-08.3(2)A Survey Line and Grade
Section 7-08.3(2)A is replaced with:
(******)
Survey line and grade control shall be provided in accordance with Sections 1-05.4, 1-05.5 and 1-11 in
a manner consistent with accepted practices.
The Contractor shall transfer line and grade into the trench where they shall be carried by means of a
laser beam. Any other procedure shall have the written approval of the Engineer.
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7-08.3(2)B Pipe Laying – General
Section 7-08.3(2)B is supplemented by adding the following:
(******)
Checking of the invert elevation of the pipe may be made by calculations from measurements on the
top of the pipe, or by looking for ponding of 1/2" or less, which indicates a satisfactory condition. At
manholes, when the downstream pipe(s) is of a larger size, pipe(s) shall be laid by matching the (eight-
tenths) flow elevation, unless otherwise approved by the Engineer.
All pipe, fittings, etc. shall be carefully handled and protected against damage, impact shocks, and free
fall. All pipe handling equipment shall be acceptable to the Engineer. Pipe shall not be placed directly
on rough ground but shall be supported in a manner, which will protect the pipe against injury
whenever stored at the trench site or elsewhere. No pipe shall be installed where the lining or coating
show defects that may be harmful as determined by the Engineer. Such damaged lining or coating
shall be repaired, or a new undamaged pipe shall be furnished and installed.
The Contractor shall inspect each pipe and fitting prior to installation to insure that there are not
damaged portions of the pipe. Any defective, damaged, or unsound pipe shall be repaired or replaced.
All foreign matter or dirt shall be removed from the interior of the pipe before lowering into position
in the trench. Pipe shall be kept clean during and after laying. All openings in the pipeline shall be
closed with watertight expandable type sewer plugs at the end of each day's operation, or whenever
the pipe openings are left unattended. The use of burlap, wood, or other similar temporary plugs will
not be permitted.
Where necessary to raise or lower the pipe due to unforeseen obstructions or other causes, the
Engineer may change the alignment and/or the grades. Except for short runs, which may be permitted
by the Engineer, pipes shall be laid uphill on grades that exceed 10 percent. Pipe, which is laid on a
downhill grade, shall be blocked and held in place until sufficient support is furnished by the following
pipe to prevent movement.
Unless otherwise required, all pipe shall be laid straight between the changes in alignment, and at
uniform grade between changes in grade. For concrete pipes with elliptical reinforcement, the pipe
shall be placed with the minor axis of the reinforcement in a vertical position.
Immediately after the pipe joints have been made, proper gasket placement shall be checked with a
feeler gage as approved by the pipe manufacturer to verify proper gasket placement.
7-08.3(2)E Rubber Gasketed Joints
Section 7-08.3(2)E is supplemented as follows:
(******)
Care shall be taken by the Contractor to avoid over pushing the pipe and damaging the pipe or joint
system. Any damaged pipe shall be replaced by the Contractor at his expense.
7-08.3(2)H Sewer Line Connections
Section 7-08.3(2)H is supplemented by adding the following:
(******)
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All connections not occurring at a manhole or catch basin shall be done utilizing pre-manufactured
tee connectors or pipe sections approved by the Engineer. Any other method or materials proposed
for use in making connections shall be subject to approval by the Engineer.
Unless otherwise approved by the Engineer, all connections of lateral sewers to existing mains shall
be as follows:
A. Vitrified Clay Main Cut in new PVC “Tee” using “Strong-Back” Flexible
Couplings (Fernco or approved equal).
B. Concrete Main Cut in new PVC “Tee” using “Strong-Back” Flexible
Couplings (Fernco or approved equal).
C. PVC & C900 PVC Main Core-drilled with Romac Saddle (or approved equal) or cut
in new “Tee” using “Strong-Back” Flexible Couplings
(Fernco or approved equal)..
D. Ductile Iron Main Core-drilled with Romac Saddle (or approved equal).
Connections (unless booted connections have been provided for) to existing concrete manholes
shall be per Section 7-05.3(3).
7-08.3(2)J Placing PVC Pipe
Section 7-08.3(2)J is an added new section:
(******)
In the trench, prepared as specified in Section 7-02.3(1) PVC pipe shall be laid beginning at the lower
end, with the bell end upgrade. Gravel Backfill for Pipe Zone Bedding or Pea Gravel will be used as the
bedding material and extend from 6" below the bottom of the pipe to 6" above the top of the pipe.
When it is necessary to connect to a structure with a mudded joint a rubber gasketed concrete
adapter-collar will be used at the point of connection.
7-08.3(3)A Backfilling Pipe Trenches
Section 7-08.3(3)A is a new section supplementing 7-08.3(3)
(******)
To the maximum extent available, suitable material obtained from trench or pond excavation shall be
used for trench backfill. All material placed as trench backfill shall be free from rocks or stones larger
than 6 inches in their greatest dimension, brush, stumps, logs, roots, debris, and organic or other
deleterious materials. No stones or rock shall be placed in the upper three feet of trench backfill. Rock
or stones within the allowable size limit incorporated in the remainder of fills shall be distributed so
that they do not congregate or interfere with proper compaction.
The existing soils shall not be reused as trench backfill unless otherwise required by the Engineer.
Structural fill shall consist of Gravel Borrow, meeting the requirements of Section 9-03.14(1) of the
Standard Specifications. It should be free of gravel, organics and other debris. The structural trench
backfill should be moisture conditioned to within approximately 3 percent of optimum moisture
content, placed in loose horizontal lifts less than 6 inches in thickness, and compacted to at least 95
percent of the maximum dry density (MDD) as determined by the Modified Proctor compaction test
method ASTM D 1557.
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Trench backfill shall be densely compacted in a systematic manner using methods that consistently
produce adequate compaction levels. During placement of the initial lifts, the trench backfill material
shall not be bulldozed into the trench or dropped directly on the pipe. Heavy vibratory equipment
shall not permitted to operate directly over the pipe until a minimum of 2 feet of backfill has been
placed over the pipe bedding.
Contactor shall take special care to obtain good compaction up to the edges of the excavation as the
shoring is removed in accordance with the Shoring Plan.
The Engineer may be on-site to collect soil samples and to test compaction. The Contractor shall
provide site access at all times for compaction testing and sample collection. Areas of the trench
which fail to meet the compaction requirements shall be removed and replace and re-compacted at
the Contractor’s expense.
The Contractor shall be responsible for any settlement of backfill, sub-base, and pavement that may
occur during the period stipulated in the Contract conditions. All repairs necessary due to settlement
shall be made by the Contractor at his expense.
Backfill in unimproved areas shall be compacted to at least 90 percent of maximum dry density as
determined by the modified proctor compaction test, ASTM D1557.
The Contractor shall be responsible for the disposal of any excess excavated material. Special care
must be taken to obtain good compaction up to the edges of the excavation as the shoring is removed.
Moreover, attention must be paid to ensuring good compaction around manholes.
7-09 WATER MAINS
7-09.3(15) Laying of Pipe on Curves
7-09.3(15)A Ductile Iron Pipe
Section 7-09.3(15)A is revised as follows:
(******)
Long radius curves with radius of 400 feet or more, either horizontal or vertical, pipe may be laid with
standard pipe lengths by deflecting the joints. If the pipe is shown curved on the Plans and no special
fittings are shown, the Contractor can assume that the curves can be made by deflecting the joints
with standard lengths of pipe. If shorter lengths are required, the Plans will indicate maximum lengths
that can be used. The amount of deflection at each pipe joint when pipe is laid on a horizontal or
vertical curve shall not exceed one half (50%) of the manufacturer’s printed recommended
deflections.
The Contractor shall submit to the Engineer the pipe manufacturer's joint deflection
recommendations prior to pipe installation indicating deflections are within allowable AWWA
specification tolerances.
Where field conditions require deflection or curves not anticipated by the Plans, the Engineer will
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determine the methods to be used. No additional payment will be made for laying pipe on curves as
shown on the Plans, or for field changes involving standard lengths of pipe deflected at the joints.
When special fittings not shown on the Plans are required to meet field conditions, additional payment
will be made for special fittings as provided in Section 1-09.6.
When rubber gasketed pipe is laid on a curve, the pipe shall be jointed in a straight alignment and
then deflected to the curved alignment. Trenches shall be made wider on curves for this purpose.
Where pipe installation on curves requires the use of special fittings, concrete blocking shall be used
per Section 7-09.3(21).
Where restrained joint pipe is installed on a curve, the Contractor shall submit the pipe manufacturer’s
recommendations to the Engineer for approval.
7-09.3(15)B Polyvinyl Chloride (PVC) Pipe (4 inches and Over)
Section 7-09.3(15)B is revised as follows:
(******)
Polyvinyl Chloride (PVC) Pipe shall not be used for water mains and appurtenances.
7-09.3(17) Laying Ductile Iron Pipe and Fittings with Polyethylene Encasement
Section 7-09.3(17), with title change, is revised as follows:
(******)
The Contractor shall lay ductile iron pipe with a polyethylene encasement. Pipe and polyethylene
encasement shall be installed in accordance with AWWA C105. The polyethylene encasement shall
also be installed on all appurtenances, such as pipe laterals, couplings, fittings, and valves, with 8-mil
polyethylene plastic in accordance with Section 4-5 of ANSI 21.5 or AWWA C105.
The polyethylene wrap shall be tube type and black color. Any damage that occurs to the wrap shall
be repaired in accordance with ANSI/AWWA C105/A21.5-93.
Installation of the polyethylene encasement shall be considered incidental to the installation of the
pipe and no additional payment shall be allowed.
7-09.3(19)A Connections to Existing Mains
Section 7-09.3(19)A is revised as follows:
(******)
The Contractor shall not operate any valve on existing Water Main.
The City of Renton Water Operations and Maintenance staff will make all connections to charged water
mains and will operate all valves to accomplish shutdowns and subsequent reactivation. The draining
of existing water mains will be done by City water maintenance staff. The Contractor shall provide
pumping and disposal of the water from the draining of the existing water mains including de-
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chlorination of the water prior to disposal.
Connections to the existing water main shall not be made without first making the necessary
scheduling arrangements with the Engineer in advance. The Contractor shall request water main shut-
offs for connections of new water mains to existing water mains at least ten (10) working days in
advance for each connection. Approval of connections to existing water main is contingent on the
Water Main and appurtenances being completely installed, tested, cleaned with polypig, disinfected
and flushed per Contract requirements.
City’s water operations and maintenance staff will notify in writing all water customers affected by the
shut-offs of the water mains at least 48 hours in advance (not including weekends and holidays) of any
water shut-offs. The Contractor may be required to perform the connection during times other than
normal working hours. Water main shut-offs shall occur during non-holiday weekdays unless
otherwise specified in the contract documents. Water main shut-offs shall not occur in the five (5)
weekdays preceding or the day after the major holidays listed below:
New Year’s Day, Martin Luther King Jr. Day, Memorial Day, Independence Day, Labor Day, Veterans Day,
Thanksgiving Day, Christmas Day.
Due to the needs of various water customers in the project vicinity, water shut-off periods are limited
to the times set forth below:
Days Hours
Monday to Thursday 9:00 AM TO 3:00 PM
Friday to Sunday DO NOT SCHEDULE
The City of Renton’s Water Maintenance Manager, at his/her sole discretion, may adjust the above
shut-off periods in order to address specific project circumstances and customer needs. No water
main shutoffs affecting public schools will be allowed during scheduled school hours. The City reserves
the right to re-schedule the connection if the work area is not ready at the scheduled time for the
connection.
Points of connection to existing water mains shall be exposed by hydro excavation or potholing prior
to trenching of the new water mains. Before the installation of the new water mains, the Contractor
shall field verify, in the presence of the Engineer, the actual location and depth of the existing water
mains where new connections will be made to assure proper fit. Care shall be taken not to disturb
existing thrust blocks and soil bearing areas. After excavation, the Contractor shall verify the
dimensions, type, condition, and roundness of the exposed water main. The Contractor shall
immediately notify the Engineer if the connection cannot be made as specified by the Contract Plans
in order that the connection detail may be revised. When necessary, the profile shall be adjusted as
directed by the Engineer to prevent abrupt changes in grade and alignment of the water main and
connection.
The Contractor shall provide all saw-cutting, removal and disposal of existing surface improvements,
excavation, haul and disposal of unsuitable materials, shoring, de-watering, foundation material, at
the connection areas before the scheduled time for the connection by the City. The Contractor shall
provide all materials necessary for the City Water Maintenance personnel to install all connections to
existing water mains as indicated on the contract plans, including fittings, couplings, pipe spools,
shackle materials to complete the connections.
The City Water Operations and Maintenance staff will:
a) Deactivate and dewater the existing and new water main to perform the connections. The
Contractor shall provide pumping and disposal of the water from the draining of the water
mains including de-chlorination.
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b) Cut, remove and dispose pipe sections as necessary to install the new Materials with
Contractor’s assistance
c) Swab all connecting pipe and fittings with 5-6% chlorine solution
d) Perform the connection work
e) Reactivate and flush the Water Main
The Contractor shall install the polywrap on all pipe and fittings at the connection points and installed
concrete thrust blocks per Contract standard plans and specifications.
In addition to those connections shown on the Plans, segments of a new Water Main may be placed
in service prior to completion of the new Water Main. All connection between the charged and
uncharged segments of the new Water Main, including connection to a new Tapping Tee and Valve
will be done by the City of Renton Water Operations and Maintenance staff.
Connections to existing water mains which include the cutting of the existing water main for the
installation of new in-line tee and valves shall be done in two steps:
Step 1: Cut-in of existing water main for installation of in-line tee, valves and appurtenances
The Contractor shall provide all materials necessary for the City Water Maintenance personnel to cut
the existing water main as indicated on the contract plans for the installation of the in-line tee and
valves, including but not limited to the required fittings, couplings, pipe spools, shackle materials to
complete the cut-in. After the cut-in of the in-line tee and valves by City personnel, the Contractor
shall provide and install concrete blocking and polyethylene encasement behind the tee and other
fittings. A minimum 3-day curing period is for all concrete blockings before a connection can be made
to the new water mains or new tapping valve.
Step 2: Connection of new water main to the above cut-in tee and valves, or to a new tapping valve
on existing water mains.
7-09.3(21) Concrete Thrust Blocking and Dead-Man Block
Section 7-09.3(21), with title change, is revised as follows:
(******)
Concrete thrust blocking shall be placed at bends, tees, dead ends, crosses and on other fittings in
conformance to the City of Renton Standards Plans, latest revisions and Contract Plans.
Concrete thrust collar and blocking and dead-man thrust blocking shall be installed at locations shown
on the Plans and shall be in conformance with the Standard Plans and contract Plans. Reinforcement
steel shall be Grade 40 or better.
Blocking shall be poured in place Ready-Mix Concrete Class 3000 with a minimum compressive
strength at 28 days of 3,000 psi. Job site mixing, hand-mixed concrete and mobile concrete mixers are
not allowed.
All fittings to be blocked shall be wrapped with 8-mil polyethylene plastic. Concrete blocking shall
bear against solid undisturbed earth at the sides and bottom of the trench excavation and shall be
shaped and properly formed with plywood or other acceptable forming materials so as not to obstruct
access to the joints of the pipe, bolts or fittings. The forms shall be removed prior to backfilling.
Unacceptable concrete blocking shall be replaced at the Contractor’s expense.
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The Contractor shall provide the Engineer at least 1 Working Day advance notice before pouring
concrete thrust blocking and 1 Working Day advance notice for inspection and approval of all concrete
blocking prior to backfilling.
7-09.3(23) Hydrostatic Pressure Test
Section 7-09.3(23) is revised as follows:
(******)
Water main and appurtenances including service connections to the meter setter shall be tested in
sections of convenient length under a hydrostatic pressure equal to 150 psi in excess of that under
which they will operate or in no case shall the test pressure be less than 225 psi at the highest point
on the water main. Pumps, gauges, plugs, saddles, corporation stops, miscellaneous hose and piping,
and measuring equipment necessary for performing the test shall be furnished and operated by the
Contractor.
The Contractor shall obtain a hydrant meter permit from the City by completing a permit application
and making the required security deposits. The Contractor shall use the City’s issued hydrant meter
with an attached backflow prevention assembly to draw water from the City’ water system to fill the
water mains for poly-pigging, testing, cleaning, disinfection and for subsequent flushing purposes.
There will be a charge for the water used for filling, testing, cleaning and disinfection of the water
mains.
Sections to be tested shall normally be limited to 1,500 feet or less. The Engineer may require that the
first section of pipe, not less than 1,000 feet in length, installed by each of the Contractor’s crews, be
tested in order to qualify the crew and the materials. Pipe laying shall not be continued more than an
additional 1,000 feet until the first section has been tested successfully.
The pipeline shall be backfilled sufficiently to prevent movement of the pipe under pressure. Thrust
blocks shall be in place and time allowed for the concrete to cure before testing. Where permanent
blocking is not required, the Contractor shall furnish and install temporary blocking and remove it after
testing.
Before applying the specified test pressure, the water main shall be slowly filled and air shall be
expelled completely from the pipe, valves and hydrants. If permanent air vents are not located at all
high points, the contractor shall install corporation cocks at such points so that the air can be expelled
as the line is filled with water. After all the air has been expelled, the corporation cocks shall be closed
and the test pressure applied. At the conclusion of the pressure test, the corporation cocks shall be
removed and plugged.
The Contractor shall perform a leakage test concurrently with the pressure test. The pressure test
shall be conducted for a 2-hour period.
The test shall be accomplished by pumping the main up to the required pressure, stopping the pump
for 2 hours, and then pumping the main up to the test pressure again. During the test, the section
being tested shall be observed to detect any visible leakage.
A clean container shall be used for holding water for pumping up pressure on the main being tested.
This makeup water shall be sterilized by the addition of chlorine to a concentration of 50 mg/l.
The acceptability of the pressure test and leakage test will be determined by two factors as follows:
1. The loss in pressure shall not exceed 5 psi during the 2-hour test period.
2. The quantity of water lost from the main and appurtenances shall not exceed the number of
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gallons during the 2-hour test period as listed in the following table.
Allowable leakage in gallons per 1000 ft. of pipeline* for a 2-hour test period
Nominal Pipe Diameter (inches)
PSI 6" 8" 10" 12" 16" 20" 24"
450 0.95 1.27 1.59 1.91 2.55 3.18 3.82
400 0.90 1.20 1.50 1.80 2.40 3.00 3.60
350 0.84 1.12 1.40 1.69 2.25 2.81 3.37
275 0.75 1.00 1.24 1.49 1.99 2.49 2.99
250 0.71 0.95 1.19 1.42 1.90 2.37 2.85
225 0.68 0.90 1.13 1.35 1.80 2.25 2.70
200 0.64 0.85 1.06 1.28 1.70 2.12 2.55
*If the pipeline under test contains sections of various diameters, the allowable leakage will be the
sum of the computed leakage for each size. For those diameters or pressures not listed, the formula
below shall be used:
The quantity of water lost from the main shall not exceed the number of gallons per hour as
determined by the formula:
𝐿=𝑆𝐷√𝑃
266,400
where:
L = Allowable leakage in gallons/hour
S = Gross length of pipe tested, feet
D = Nominal diameter of the pipe in inches
P = Test pressure during the leakage test in psi
The quantity of water required to restore the pressure shall be accurately determined by either 1)
pumping from an open container of suitable size such that accurate volume measurements can be
made by the Engineer or, 2) by pumping through a positive displacement water meter with a sweep
unit hand registering one (1) gallon per revolution. The meter shall be approved by the Engineer.
Pressure gauges used in the test shall be accompanied with certifications of accuracy from a testing
Laboratory approved by the Engineer.
Any visible leakage detected shall be corrected by the Contractor regardless of the allowable leakage
specified above. Should the tested section fail to meet the pressure test successfully as specified, the
Contractor shall, at no additional expense to the Contracting Agency, locate and repair the defects and
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then retest the pipeline.
All tests shall be made with the hydrant auxiliary gate valves open and pressure against the hydrant
inlet valve. After the test is completed, each valve shall be tested by closing each in turn and relieving
the pressure beyond. This test of the valve will be acceptable if there is no immediate loss of pressure
on the gauge when the pressure comes against the valve being checked. The Contractor shall verify
that the pressure differential across the valve does not exceed the rated working pressure of the valve.
Prior to calling out the Engineer to witness the pressure test, the Contractor shall have all equipment
set up completely ready for operation and shall have successfully performed the test to ensure that
the pipe is in satisfactory condition.
Defective materials or workmanship, discovered as a result of hydrostatic field test, shall be replaced
by the Contractor at no additional expense to the Contracting Agency. Whenever it is necessary to
replace defective material or correct the workmanship, the hydrostatic test shall be re-run at the
Contractor’s expense until a satisfactory test is obtained.
7-09.3(24) Disinfection of Water Mains
7-09.3(24)A Flushing and "Poly-pigging"
Section 7-09.3(24)A, with title change, is revised as follows:
(******)
Prior to disinfection and prior to final flushing of the Water Mains for bacteriological sampling and
testing, all Water Mains shall first be poly-pigged to remove any solids or contaminated materials that
may have entered or become lodged in the pipes during installation.
The "Poly-pig" shall be light density foam (1-2 pcf) with 90A durometer urethane rubber coating on
the rear of the "Poly-pig" only. The "Poly-pig" shall be cylinder shaped with bullet nose or squared
end. The “Poly-pigs” shall be inserted in the pipes and retrieved form the pipes through launching
stations with vertical crosses and blow-off assemblies as shown and on the Contract Plans and
Standard Plans.
If the main cannot be poly-pigged, then a tap shall be provided large enough to develop a flow velocity
of at least 2.5 fps in the water main.
Taps required by the Contractor for temporary or permanent release of air, chlorination or flushing
purposes shall be provided by the Contractor as part of the construction of water mains.
The Contractor shall be responsible for disposal of treated water flushed from mains and shall
neutralize the wastewater for protection of aquatic life in the receiving water before disposal into any
natural drainage channel, i.e., receiving water, waters of the State, including wetlands. The Contractor
shall be responsible for disposing of disinfecting solution to the satisfaction of the Contracting Agency
and local authorities. At a minimum, chlorinated water shall be dechlorinated to a concentration of
0.1 parts per million (ppm) or less, and pH adjustment to within 6.5 – 8.5 standard units before
discharging to surface waters of the State or to a storm sewer system that drains to surface waters of
the State.
If approved by the Engineer and by the local authority responsible for the sanitary sewer system,
disposal of treated water from mains may be made to an available sanitary sewer, provided the rate
of disposal will not overload the sewer.
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7-09.3(24)D Dry Calcium Hypochlorite
Section 7-09.3(24)D is revised as follows:
(******)
Dry calcium hypochlorite shall not be placed in the pipe as laid.
7-09.3(24)K Retention Period
Section 7-09.3(24)K is revised as follows:
(******)
Treated water shall be retained in the pipe at least 24 hours but no longer than 48 hours. After the
retention period, the chlorine residual shall be tested at all pipe extremities and at other
representative points and shall measure at least 10 mg/L. If a measurement of less than 10 mg/L is
obtained repeat disinfection is required.
7-09.3(24)N Final Flushing and Testing
Section 7-09.3(24)N is revised as follows:
(******)
Following chlorination, treated water shall be flushed from the newly-laid pipe until the replacement
water throughout its length shows, upon test, the absence of chlorine. In the event chlorine is normally
used in the source of supply, then the tests shall show a residual not in excess of that carried in the
water supply system.
A sample tap shall be located ahead of the flushing hose for convenience and for sanitary sampling.
Before placing the lines into service, a satisfactory report shall be received from the local or State
Health Department or an approved testing lab on samples collected from representative points in the
new system. Samples will be collected and bacteriological tests obtained by the Engineer. Following
the retention period, the installation of new mains requires that two sets of samples for coliform
analysis are collected using one of the following methods:
AWWA C651-14 Option A
1. Collect first set of samples from representative points.
2. Provide rest period of at least 16 hours.
3. Collect second set of samples from representative points.
AWWA C651-14 Option B (preferred)
1. Provide rest period of at least 16 hours.
2. Collect first set of samples from representative points.
3. Provide wait period of at least 15 minutes.
4. Collect second set of samples from representative points.
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At a minimum, chlorinated water shall be dechlorinated to a concentration of 0.1 parts per million
(ppm) or less, and pH adjustment to within 6.5 to 8.5 standard units, if necessary, before discharging
to surface waters of the State or to a storm sewer system that drains to surface waters of the State.
7-09.3(25) Joint Restraint Systems
Section 7-09.3(25) is a new section:
(******)
General:
Where shown in the Plans, in the Specifications or required by the Engineer, joint restraint system
(shackle rods) shall be used. All joint restraint materials used shall be those manufactured by Star
National Products, 1323 Holly Avenue, PO Box 258, Columbus Ohio 43216, unless an equal alternate
is approved in writing by the Engineer.
Materials:
Steel types used shall be:
High strength low-alloy steel (cor-ten), ASTM A242, heat-treated, superstar "SST" series.
High strength low-alloy steel (cor-ten), ASTM A242, superstar "SS" series.
Items to be galvanized are to meet the following requirements:
ASTM A153 for galvanizing iron and steel hardware.
ASTM A123 for galvanizing rolled, pressed and forged steel shapes.
Joint restrainer system components:
Tiebolt: ASTM A242, type 2, zinc plated or hot-dip galvanized. SST 7:5/8" for 2" and 3" mechanical
joints, 3/4" for 4" to 12" mechanical joints, ASTM A325, type 3D, except tensile strength of full-body
threaded section shall be increased to 40,000 lbs. minimum for 5/8" and 60,000 lbs. minimum for 3/4"
by heat treating (quenching and tempering) to manufacturer’s reheat and hardness Specifications.
SST 753: 3/4" for 14" to 24" mechanical joints. Same ASTM Specification as SST 7. SST 77: 3/4" same
as SST 7, except 1" eye for 7/8" rod. Same ASTM Specification as SST 7.
Tienut: Heavy hex nut for each tiebolt: SS8: 5/8" and 3/4", ASTM A563, grade C3, or zinc plated. S8:
5/8" and 3/4", ASTM A563, grade A, zinc plated or hot-dip galvanized.
Tiecoupling: Used to extend continuous threaded rods and are provided with a center stop to aid
installation, zinc plated or hot-dip galvanized. SS10: for 5/8" and 3/4" tierods, ASTM A563, grade C3.
S10: for 5/8" and 3/4" tierods, ASTM A563, grade A.
Tierod: Continuous threaded rod for cutting to desired lengths, zinc plated or hot-dip galvanized. SS12:
5/8" and 3/4" diameter, ASTM A242, type 2; ANSI B1.1. S12: 5/8" and 3/4" diameter, ASTM A36, A307.
Tiewasher: Round flat washers, zinc plated or hot-dip galvanized. SS17: ASTM A242, F436. S17: ANSI
B18.22.1.
Installation:
Install the joint restraint system in accordance with the manufacturer’s instructions so all joints are
mechanically locked together to prevent joint separation. Tie-bolts shall be installed to pull against
the mechanical joint body and not the MJ follower. Torque nuts at 75-90 foot pounds for 3/4" nuts.
Install tie-couplings with both rods threaded equal distance into tie-couplings. Arrange tie-rods
symmetrically around the pipe.
Pipe Diameter Number of 3/4"
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Tie Rods Required
4” 2
6” 2
8” 2
10” 4
12” 4
14” 6
16” 6
18” 8
20 10
24” 12
Where a manufacturer’s mechanical joint valve or fitting is supplied with slots for "T" bolts instead of
holes, a flanged valve with a flange by mechanical joint adapter shall be used instead, so as to provide
adequate space for locating the tie-bolts.
Where a continuous run of pipe is required to be restrained, no run of restrained pipe shall be greater
than 60 feet in length between fittings. Insert long body solid sleeves as required on longer runs to
keep tie-rod lengths to the 60 foot maximum. Pipe used in continuously restrained runs shall be
mechanical joint pipe and tie-bolts shall be installed as rod guides at each joint.
Where poly wrapping is required all tie-bolts, tie-nuts, tie-couplings, tie-rods, and tie-washers, shall
be galvanized. All disturbed sections will be painted, to the Inspector’s satisfaction, with Koppers
Bitomastic No. 300-m, or approved equal.
Where poly wrapping is not required all tie-bolts, tie-nuts, tie-couplings, tie-rods and tie-washers may
be galvanized as specified in the preceding paragraph or plain and painted in the entirety with Koppers
Bitumastic No. 800-m, or approved equal.
Tie-bolts, tie-nuts, tie-couplings, tie-rods, and tie-washers shall be considered incidental to installation
of the pipe and no additional payment shall be made.
7-09.3(26) Abandonment of Existing Water Pipe
Section 7-09.3(26) is a new section:
(******)
Where shown in the Plans or at other locations as determined by the Engineer, the Contractor shall
abandon existing water lines per Section 7-08.3(4) of the Standard Specifications, these Special
Provisions and the Contract plans. Where the remaining portion of the existing water main is to remain
in service following removal of the designated water main, hydrant assembly, or water service
connection, the Contractor shall install a permanent cast iron or ductile iron cap or plug with
associated fittings, and thrust block.
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7-12 VALVES FOR WATER MAINS
7-12.3(1) Installation of Valve Marker Post
Section 7-12.3(1) has been revised as follows:
(******)
Where required, a valve marker post shall be furnished and installed with each valve. Valve marker
posts shall be placed at the edge of the right-of-way opposite the valve and be set with 18 inches of
the post exposed above grade.
7-12.3(2) Adjust Existing Valve Box to Grade
Section 7-12.3(2) is a new section:
(******)
Valve boxes shall be adjusted to grade in the same manner as for manholes, as detailed in Section 7-
05.3(1) of the City of Renton Standard Details. Valve box adjustments shall include, but not be limited
to, the locations shown on the Plans.
Existing roadway valve boxes shall be adjusted to conform to final finished grades. The final installation
shall be made in accordance with the applicable portions of Section 7-12.
In the event that the existing valve box is plugged or blocked with debris, the Contractor shall use
whatever means necessary to remove such debris, leaving the valve installation in a fully operable
condition.
The valve box shall be set to an elevation tolerance of one-fourth inch (1/4") to one-half inch (1/2")
below finished grade.
7-14 HYDRANTS
7-14.3(1) Setting Hydrants
Section 7-14.3(1) has been revised as follows:
(******)
Where shown on the Plans, hydrants shall be installed in accordance with the Standard Plans and
Contract specifications. A minimum 3-foot radius unobstructed working area shall be provided around
all hydrants. The bottom surface of the breakaway flange shall be set 2-inches minimum and 7-inches
maximum above the concrete shear block finished grade.
For each hydrant requiring vertical adjustment, see Section 7-14.3(6).
Fire hydrants shall be of such length as to be suitable for installation with connections to 6", 8" and
10" piping in trenches 3-1/2 feet deep unless otherwise specified. The hydrant shall be designed for
a 4-1/2 foot burial where 12" and larger pipe is shown unless otherwise noted in the Plans.
After installation hydrants shall be subjected to a hydrostatic test as specified in Section 7-09.3(23).
The hydrant excavation shall be backfilled and compacted when installation and testing are complete
and accepted by the Engineer.
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A concrete shear block as shown by the hydrant details on the Standard Plans shall be constructed for
all hydrants. Construction, Materials, and finishing of the concrete shear block shall conform to Section
8-14, Cement Concrete Sidewalk. The shear block shall be set flush with the immediately surrounding
finish grade.
The Contractor shall flush, test and disinfect furnished hydrants and hydrant barrel extensions
according to Section 7-14.3(6).
Upon completion of the project, all fire hydrants shall be painted with two field coats of Kelly-
Moore/Preservative paint No. 5780-563 DTM Acrylic Gloss Safety Yellow or approved equal.
Any hydrants not in service shall be identified by covering with a burlap or plastic bag properly secured.
Fire hydrant assembly shall include: main line cast-iron or ductile iron tee (MJ x FL), 6" gate valve (FL
x MJ), 6" DI spool (PE x PE) up to 18 feet in length, 5-1/4" MVO fire hydrant (MJ connection), 4" x 5"
Storz adapter with stainless steel cable, cast iron valve box, cover, valve operating nut extension, 2-
3/4" Cor-Ten shackle rods and accessories, concrete blocks, shear block and blue pavement marker.
7-14.3(3) Resetting Existing Hydrants
Section 7-14.3(3) is supplemented as follows:
(******)
All existing hydrants to be reset shall be rebuilt to the approval of the Engineer. All rubber gaskets
shall be replaced with new gaskets of the type required for a new installation of the same type.
Unless a specific bid item has been included in the Proposal/Contract Document, resetting existing
hydrants shall be incidental to and included in the various bid items.
7-14.3(7) Remove and Salvage Hydrant
Section 7-14.3(7) is a new section:
Existing hydrants shall be removed where shown in the Plans. Removed hydrants shall be delivered
to the City of Renton shops by the Contractor. The existing hydrant lateral tee shall be removed from
the main.
Unless a specific bid item has been included in the Proposal/Contract Document, resetting existing
hydrants shall be incidental to and included in the various bid items.
7-15 SERVICE CONECTIONS
7-15.3 Construction Requirements
Section 7-15.3 is revised as follows:
(******)
All pipe materials for new water service lines and for extension or replacement of existing water
service lines shall be copper and lead free in accordance with the Federal Reduction of Lead in Drinking
Water Act. Pipe materials for water service line installation for size 2-inch or less and connection to
ductile iron water main shall be copper type “K” annealed tubing and seamless (ANSI H33.1).
Ductile iron pipe Class 52 or stronger shall be direct-tapped with 1-inch corporation stops for 1-inch
service lines.
All meter setters for residential domestic use shall be 1-inch by 1-inch setters unless otherwise
specified on the Contract Plans. For existing 3/4-inch meters, the Contractor shall furnish and install
reducing couplings to adapt the 1-inch setter to the standard 3/4-inch domestic meter.
Where installation of service lines is within existing paved streets, the service lines shall be installed
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by a trenchless percussion and impact method (hole-hogging). If the trenchless percussion and impact
method fails, regular open trench methods may be used.
Where shown in the Plans, the Contractor shall:
• Furnish and install new water service lines from the new water main to the new meter
setters and new meter boxes near the existing meters
• Furnish and install adaptors for the relocation of the existing water meters to the new meter
setters and re-install the existing meters in the new meter setters
• Connect the new meter setters to the customers’ private service lines
• Restore disturbed areas to their approximate original condition as directed by the Engineer.
7-18 SIDE SEWERS
7-18.1 Description
Section 7-18.1 is supplemented with the following:
(******)
Further, this work shall consist of identifying potential vertical conflicts between existing sanitary side
sewers and new water mains and/or storm sewer pipes and resolving the conflicts to obtain 18-inch
minimum vertical separation between existing side sewer and new utility.
7-18.2 Materials
Section 7-18.2 is replaced with the following:
(******)
Sanitary sewer pipe shall be polyvinyl chloride (PVC) rubber gasketed ASTM D 3034, SDR 35, or ductile
iron class 50, unless otherwise approved by the City. Fittings and connections shall be per City of
Renton Standard plan 406.1.
7-18.3 Construction Requirements
7-18.3(6) Side Sewer Replacement
Section 7-18.3(6) is an added new section:
(******)
Potholing
Side sewers shown on the plans are based upon best available record information and the Contractor
shall pothole all side sewers per the plans prior to preparing side sewer submittals. Potholing shall be
completed per 1-07. Compare pothole data against the new watermain or storm sewer profile to
determine if and where side sewer replacement is required.
Contractor Submittals
Submit all procedures or material descriptions requiring the Engineer’s approval not less than 15
calendar days prior to commencing side sewer replacement activities at the Site. Include shop
drawings for side sewer pipe, fittings, cleanouts, adapters, castings, couplings, method of connection
to the main, information on the CCTV and locating equipment, sample CCTV inspection report and
sample public notice with Submittal.
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Following side sewer connection and inspection work submit videotapes, inspection reports, and
record drawing sketches of the side sewer replacement and inspection. Submit inspection information
on a color, digital DVD with on-screen footage counter and site address of each side sewer together
with a written CCTV inspection report. Re-inspect the side sewer, at no expense to the Owner, if video
quality is not acceptable as determined by the Engineer. Reset the on-screen footage counter to zero
at the beginning of each side sewer inspection.
Construction
Existing side sewers identified for removal shall be cleanly cut or removed at the nearest joint and the
pipe removed for disposal. Construct side sewer per City of Renton standard details 406 & 407. The
final location of replaced side sewer shall clear the new water main by at least 18 inches. If the side
sewer replacement limits cause removal of the existing cleanout, then the Contractor must remove
and reinstall a cleanout per City standards.
CCTV
Identify location of the side sewer pipe by using a suitable sonde transmitter attached to the camera.
Provide temporary markers positioned on the ground surface and to measure accurately from to
create a record drawing sketch and a photograph.
Provide CCTV equipment approved by the Engineer before inspection begins. Provide CCTV
equipment with the following minimum criteria:
a. Self-contained color television cameras with footage counter, color monitor, three-
wire coaxial cable, power sources, and other equipment.
b. Waterproof camera having a minimum 650 line resolution capable of inspecting side
sewers 3-inches to 6-inches in diameter and up to 200 feet in length.
c. Operate in 100% humidity.
d. Camera lighting that minimizes relative glare.
e. Picture quality providing a clear, in-focus color picture of the entire pipeline periphery
for all work conditions.
f. Equipped with a centering device to ensure view of full pipe diameter.
g. Capable of traveling upstream or downstream at a steady uniform rate, stopping
where necessary to ensure a proper assessment of pipe defects, blockages, direction
changes, material changes, and branch connections.
If the camera fails to pass through the side sewer within City right-of-way, temporarily suspend
inspection and notify the Engineer of the obstruction. The Engineer may direct the Contractor on
further actions.
Record Drawing Sketch
Prepare record drawing sketch for each side sewer connection and inspection using a City-furnished
aerial photograph as a base plan, indicating the location, extent, depth and materials associated with
the side sewer connection and the alignment, connections and defects encountered during CCTV
inspection of the existing side sewer. Where necessary for clarity, take photographs of ground surface
of the site, prepare an 8-1/2 inch x 11-inch print of the photo and mark locations of pipe, bends,
fittings and defects.
In addition, inspect and document field observations associated with each side sewer pipe including,
but not limited to, existing pipe material, pipe diameter, joint type, joint integrity, extent of pipe
deterioration, grade and alignment, bedding and backfill, root intrusion, and debris accumulation.
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DIVISION 8 MISCELLANEOUS CONSTRUCTION
8-01 EROSION CONTROL AND WATER POLLUTION CONTROL
8-01.1 Description
Section 8-01.1 is supplemented with the following:
(******)
This Work shall consist of the Contractor implementing the Contracting Agency-provided Stormwater
Pollution Prevention Plan (SWPPP) to complete the project’s National Pollutant Discharge Elimination
System (NPDES) permit. The Contractor shall be required to follow and implement the SWPPP.
The Work includes, but is not limited to weekly reporting to Department of Ecology on behalf of the
Contracting Agency.
8-01.3 Construction Requirements
8-01.3(1) General
Section 8-01.3(1) is supplemented with the following:
(******)
The Contractor shall be responsible for all Work required for compliance with the Construction
Stormwater General Permit (CSWGP) including applying for coverage, transfer of coverage, closing of
coverage and/or annual permit fees.
8-01.3(1)F Stormwater Sampling
Section 8-01 .3(1)F is a new section as follows:
(******)
Stormwater sampling shall be performed by the Contractor or authorized representative at the
frequencies required in the Construction Stormwater General Permit (weekly at minimum). Samples
shall be analyzed for turbidity and pH in accordance with the Construction Stormwater General Permit.
Sampling shall be conducted in accordance with the EPA 180.1 analytical method and the Washington
State Department of Ecology's How to do Stormwater Monitoring: A guide for construction sites,
available online at http://www.ecy.wa.gov/pubs/0610020.pdf. Samples shall be taken at the point of
discharge from the site. Reports of the sampling results shall be recorded in the project SWPPP and
shall be submitted monthly to the Contracting Agency and the Washington State Department of
Ecology. The DMR forms are mailed to permittees when permit coverage is granted for the project. If
there are no discharges during the month, the Contractor is still required to submit a form stating "no
discharge". The sampling results shall be submitted via mail to:
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Department of Ecology
Water Quality Program - Construction Stormwater
PO Box 47696
Olympia, Washington 98504-7696
Ecology must receive DMR's within 15 days after the end of each month. If the permittee monitors
more frequently than required by the permit, these results also need to be submitted in the DMR.
Corrective measures shall be taken if benchmark values are exceeded.
The key benchmark turbidity value is 25 nephelometric turbidity units (NTU) for the downstream
receiving water body. If the 25 NTU benchmark is exceeded in any sample collected from the discharge
point, the following steps will be conducted:
a. Ensure all BMPs specified in this SWPPP are installed and functioning as intended.
b. Assess whether additional BMPs should be implemented, and document modified BMPs
in the SWPPP as necessary.
c. Sample discharge daily until the discharge is 25 NTU or lower.
If the turbidity exceeds 250 NTU at any time, the following steps will be conducted:
a. Notify Ecology by phone within 24 hours of analysis.
b. Continue sampling daily until the discharge is 25 NTU or lower Initiate additional
treatment BMPs such as off-site treatment, infiltration, filtration and chemical treatment
within 24 hours, and implement those additional treatment BMPs as soon as possible, but
within a minimum of 7 days.
1. Describe inspection results and remedial actions taken in the site log book and in
monthly discharge monitoring reports.
Sampling and monitoring for pH will occur during the phase of construction when concrete pouring
will be conducted until fully cured (3 weeks from pour). Samples will be collected weekly at all
discharge points prior to discharge to surface water. Samples will be analyzed for pH using a calibrated
pH meter and recorded in the site log book.
The key benchmark pH value for stormwater is a maximum of 8.0. If a pH greater than 8.0 is measured
at a discharge point that has the potential to discharge to surface water, the following steps will be
conducted:
a. Assess whether additional BMPs should be implemented and whether associated
revisions to the SWPPP are necessary.
b. Stop (detain) all discharges from leaving the site and entering surface waters or storm
drains if the pH is greater than 8.5.
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c. Sample sedimentation pond the following day, and if the pH exceeds 8.0 for the second
consecutive day, implement C02 sparging treatment.
d. Sample and measure pH daily until there are 3 consecutive pH measurements less than
8.0.
e. If there are 3 consecutive pH measurements greater than 8.0, notify the Washington
Department of Ecology by phone within 24 hours of the 3rd measurement exceeding a
pH of 8.0 and initiate discussions with Ecology regarding additional treatment BMPs.
f. Describe inspection results and remedial actions that are taken in the site log book and
in monthly Discharge Monitoring Reports.
8-01.3(8) Street Cleaning
Section 8-01.3(8) is supplemented with the following:
(******)
The Contractor shall be responsible for controlling dust and mud within the project. The Contractor
shall be prepared to use watering trucks equipped with high-velocity water jets and low-head
sprinkling devices, power sweepers, and any other pieces of equipment necessary to avoid creating a
nuisance. All streets used by the Contractor during the execution of the work under this contract shall
be maintained in a clean condition. Any damage caused by dust and/or mud shall be the sole
responsibility of the Contractor. In no case shall sediment-laden water be allowed to enter drainage
facilities without prior filtration or sedimentation.
The roadways shall be swept daily and as needed, and kept in a clean condition.
All costs associated with Street Cleaning and Sweeping shall be incidental to the various bid items.
8-01.3(9)D Inlet Protection
Section 8-01.3(9)D is supplemented with the following:
(******)
Inlet protection can be in the form of internal devices and shall be installed prior to clearing, grubbing,
or earthwork activities. Catch Basin Inserts shall be installed on all new Catch Basins that are
constructed as part of this contract.
When the depth of accumulated sediment and debris reaches approximately one-half the height of
an internal device or one-third the height of the external device (or less if so specified by the
manufacturers), the deposits shall be removed and stabilized on site.
Catch basin inserts shall be installed at all catch basins within project limits and those immediately
downstream of the project site that could possibly receive sediment laden runoff from the site. They
shall be installed and meet the requirement of the detail in the Plans. Simply placing a piece of
geotextile under the catch basin grate is not acceptable.
Catch basin inserts shall be installed, maintained, inspected, and removed by the Contractor per the
Standard Specifications and as recommended by the manufacturer.
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Inlet protection devices shall be regularly cleaned at the discretion of the Engineer. The cost of this
cleaning is incidental to other items of Work.
8-01.3(16) Removal
The first paragraph of Section 8-01.3(16) is revised to read:
(******)
The Contractor shall remove all temporary BMP’s and all associated hardware from the project limits
prior to Physical Completion unless otherwise approved by the Engineer. Physical Completion is at the
sole discretion of the Engineer and will require the following:
1. All other Work required for Contract Completion has been completed.
2. All Work required for compliance with the CSWGP has been completed to the maximum
extent possible. This includes removal of BMPs that are no longer needed and the site has
undergone all stabilization identified for meeting the requirements of Final Stabilization
in the CSWGP.
3. An Equitable Adjustment change order for the cost of Work that has not been completed
by the Contractor.
8-01.3(17) Protection of Existing Trees and Shrubs
Add New Section 8-01.3(17) as follows:
(******)
The Contractor shall carefully protect existing trees and shrubs not specifically protected with high
visibility fence during the course of construction against cutting, breaking or skinning of roots, skinning
or bruising of bark. The Contractor shall plan all operations so as to avoid creating situations in which
trees and shrubs may be damaged. Notify the Engineer if construction may damage trees and shrubs.
The Contractor shall not proceed with Work until directed by the Engineer.
Root Protection
Cut exposed roots clearly and keep moist with straw mulch and burlap or equivalent during the time
trenches are open. Hand dig trenches in areas with extensive roots. Roots larger than 3" in diameter
shall be left intact and the Engineer notified for instructions on how to proceed.
Damages for Loss or Injury to Existing Trees and Shrubs to Remain
The Contractor shall be liable for damage to trees and shrubs. In the event of injuries to the crown,
trunk or root system of existing trees and shrubs resulting from the Contractor's failure to protect
them (the just value of which is determined by the Valuation of Landscape Trees, Shrubs, and Other
Plants, (Current Edition) damages shall be deducted from the total amount due the Contractor.
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8-02 ROADSIDE RESTORATION
8-02.2 Materials
Section 8-02.2 is supplemented with the following:
(******)
Topsoil Type A 9-14.2(1)
Bioretention Media 9-14.2(4)
Seed 9-14.3
Bark or Wood Chip Mulch 9-14.5(3)
Coarse Compost 9-14.5(8)
Root Barrier 9-14.9
8-02.3(1) Responsibility During Construction
Section 8-02.3(1) is supplemented with the following:
(******)
Dumping or stockpiling of topsoil or bark mulch shall not be allowed on roadway surfaces.
The Contractor shall locate all underground utilities (both new and existing) prior to starting work and
shall not disturb or damage them. Promptly notify the Engineer of any conflict between the proposed
work and any obstructions. The Contractor shall be responsible for making any and all repairs for
damage caused by his or her activities.
8-02.3(2)A Roadside Work Plan
Section 8-02.3(2)A is supplemented with the following:
(******)
The Contractor shall submit to the Contracting Agency a Roadside Work Plan meeting the
requirements of the Standard Specifications a minimum of 30 calendar days prior to commencing the
installation of topsoil, bark mulch, irrigation systems, and / or landscape materials.
8-02.3(4) Topsoil
Section 8-02.3(4) is supplemented with the following:
(******)
Preparation of subgrade and installation of soil within Bioretention Planters shall be per Section 7-
06 Bioretention Planters of these Special Provisions.
Thoroughly scarify subgrade in all Roadway Planters to a depth of eight (8) inches unless otherwise
noted on the Plans. Scarified subgrade shall be inspected and approved by the Engineer prior to the
placement of topsoil. Remove all construction debris and rocks over two-inches (2”) in diameter
prior to placing topsoil.
Areas around existing trees to remain shall not be cultivated within an additional three-foot (3’) radius
of the tree dripline or any other areas which appear to have a significant number of existing tree roots.
Topsoil shall be installed in two lifts in planter areas. The first six-inch (6”) lift in planter areas shall be
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incorporated into the top six inches (6”) of the subgrade by rototilling. Then the remaining topsoil
shall be installed. Remove rocks, roots, and debris over 1-inch (1”) diameter in cultivated areas.
The costs of removing all excess material and debris shall be considered incidental to and included in
the unit contract prices of other items in this contract.
Provide and install Root Barrier as detailed on Plans. “Root Barrier” shall be as specified in Section 9-
14.4(9) Root Barrier of these special provisions. Contractor shall coordinate installation of Root Barrier
with subgrade preparation and topsoil installation.
8-02.3(4)A Topsoil Type A
Section 8-02.3(4)A is supplemented with the following:
(******)
The contractor shall provide a material submittal for topsoil prior to use.
Topsoil Type A shall conform to Section 9-14.2(1) of these Special Provisions and shall be supplied by
a Contractor's supplied source, and as approved by the Engineer.
8-02.3(5) Roadside Seeding, Lawn and Planting Area Preparation
Section 8-02.3(5) is supplemented with the following:
(******)
Any additional fine grading to get a firm smooth surface in the planter areas shall be considered
incidental to and included in the unit contract price for placement and installation of Topsoil Type A.
8-02.3(6)B Fertilizers
Section 8-02.3(6)B is supplemented with the following:
(******)
Trees and shrubs shall be fertilized at a rate according to manufacturer’s recommendations. Fertilizer
tablets shall be considered incidental to and included in the unit contract price for trees and shrubs.
Fertilizers shall be as specified in Section 9-14.4 Fertilizer, of these Special Provisions.
8-02.3(8)A Dates and Conditions for Planting
Section 8-02.3(8)A is supplemented with the following:
(******)
The Contracting Agency shall reserve the option of selecting and inspecting plant material at the
nursery. The Contractor shall provide the Contracting Agency with at least one week notice prior to
preparing plants for shipping and delivery. The Contractor shall neither deliver to site nor install plant
materials until authorized by the Contracting Agency.
Cold storage of plants shall not be permitted.
If planting is delayed more than 24 hours after delivery, set balled and burlapped plants on the ground,
well protected with soil or wet peat. Adequately cover all roots of bare root material with soil or wet
peat. Protect rootballs from freezing, sun, drying winds or mechanical damage. Water plant material
as necessary until planted.
Plants shall not be stored for more than one week. Longer storage period at project site will result in
rejection of plant materials by the Contracting Agency.
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All plant material shall be legibly tagged. Tagging may be by species or variety with minimum of one
tag per ten trees, shrubs, groundcovers. Remove all tagging prior to final acceptance.
8-02.3(8)B Plant Installation
Section 8-02.3(8)B is supplemented with the following:
(******)
All trees, shrubs, and groundcovers shall be planted as detailed on the Plans.
Scarify sides and bottom of all planting pits prior to planting. Sufficient planting soil shall be placed
around the plant and compacted so as to ensure that the location of the ground line at the top of the
root ball is the same as the nursery. For plants installed into bioretention cell berm, Bioretention Media
shall be used to amend planting pit and for backfilling around root ball.
Plant trees upright and face to give best appearance or relationship to adjacent structures and hold
rigidly in position until planting soil has been backfilled and tamped firmly around the root ball or
roots.
Balled and burlapped plants shall be placed in the planting pits with the burlap intact; then the binding
shall be removed and all of the burlap or cloth wrapping materials shall be removed from the root
ball. Remove all plastic, twine and ropes. The plant shall be rejected if the root ball is cracked or
broken during removal of wrapping or during the planting process.
When the pit is backfilled halfway, place the specified quantity of fertilizer in planting pit, unless
otherwise specified on the plans. Evenly spread fertilizer adjacent to the root system at a depth that
is between the middle and the bottom of the root system. Do not injure root system. Place and
compact planting topsoil carefully to avoid injury to roots; fill all voids.
When pit is three-quarters (3/4) backfilled, completely fill with water and allow water to soak away.
If water does not drain within ½ hour notify Engineer; tree planting pits which do not drain properly
may require drainrock sump to facilitate drainage. Fill pits with additional soil to finish grade and
continue backfilling as detailed on plans.
8-02.3(10) Lawn Installation
8-02.3(10)C Lawn Establishment
Section 8-02.3(10)C has been deleted and superseded with the following:
(******)
8-02.3(10)C1 Lawn Establishment and Final Acceptance
The Contractor shall maintain all new lawn areas in this project; shall be responsible for the survival
of turf in acceptable condition and shall maintain all new lawn areas in a neat and orderly fashion until
Final Acceptance of the project by the City. The period for Final Acceptance shall be no sooner than
the second mowing. The Contractor will be held responsible for all damage or loss caused by his
inattention or carelessness. The Contractor shall repair damage caused by traffic, vandalism, weather
or other outside causes.
8-02.3(10)C2 Establishment Period
The Establishment Period will commence on the date of Preliminary Acceptance and will extend to
Substantial Completion or Final Acceptance by the City of landscape work, whichever is later.
Maintenance during this period will include:
1. Watering: Water areas of new turf so they receive adequate water for survival of the plant
in a healthy position.
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2. Lawns shall be fertilized every six weeks from March through September per Grower’s
written recommendations. Lawns shall be maintained weed-free.
3. Lawns are to be mowed weekly or as needed to maintain a neat appearance. All grass
clippings shall be removed from the site. Maximum height of lawn shall not exceed three
inches.
4. Protect all lawn areas against damage, including erosion and trespassing, by providing and
maintaining proper safeguards.
5. Debris Control: Debris control shall be accomplished in all landscaped lawn areas on a
regular basis, at least weekly or more often where necessary. This will include leaf fall
control in Fall period. Policing for paper and litter in all areas shall be conducted at least
weekly. During the Fall period leaves, windblown into gutters and catch basins, are
considered as litter and shall be removed as debris.
8-02.3(10)C3 Guarantee
All new turf areas shall be guaranteed by the Contractor to be in a healthy condition for a period of
one year from the date of Final Acceptance.
8-02.3(10)C4 Final Acceptance
Acceptance of lawn planting as specified shall be based on a uniform stand of grass and a uniform
grade at the time of final inspection.
Final inspection of the work of the Section will be made at the time of the Final Inspection of the entire
project or earlier, if approved by the Engineer. A final punch list will be issued. Final Acceptance of
the new turf areas which are the responsibility of the Contractor will be contingent upon Final
Acceptance of the entire project or at the determination of the City if earlier than Final Acceptance of
the entire project.
8-02.3(11)B Bark or Wood Chip Mulch
Section 8-02.3(11)B is supplemented with the following:
(******)
Bark Mulch shall be placed where indicated on the Plans to a uniform depth of no less than two inches
(2”). Thoroughly water and hose down plants and tree trunks with a fine spray to wash the trunk
immediately after application.
Bark Mulch shall meet the requirements of Section 9-14.5(3) Bark or Wood Chip Mulch of these special
provisions and shall be supplied by a Contractor's supplied source, and as approved by the Engineer.
8-02.3(11)C Bark or Wood Chip Mulch Rings
Section 8-02.3(11)C is supplemented with the following:
(******)
Mulch rings shall be installed where shown and as detailed on the Plans. Bark or Wood Chip Mulch
shall be placed to a uniform depth of no less than two inches (2”) in mulch rings.
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8-02.3(17) Protection of Private Property and Property Restoration
Add the following new section:
(******)
Property restoration shall consist of placement of additional plant materials, sod, seed and bark mulch,
and other work not currently identified on the plans, as directed by the Engineer.
All materials shall conform to Sections 9-14 Erosion Control and Roadside Planting and 9-15 Irrigation
System of the Standard Specifications.
The Contractor is specifically reminded that any unnecessary damage caused by construction activities
will be repaired at the Contractor’s expense.
Restore all disturbed areas to original condition or better. Grass areas shall be restored with hydroseed
where directed.
Removal of tree roots outside the limits of construction, as directed by the Engineer and under the
supervision of a certified arborist, shall be paid for under “Property Restoration”.
Topsoil shall be Type A and Bark Mulch shall be medium grade fir or hemlock.
The force account item provided for property restoration also includes any adjustments and/or
replacements of existing irrigation systems not covered under Section 8-03 Irrigation Systems of the
Special Provisions. This work shall also consist of modifying existing landscape lighting systems as may
become necessary by these improvements.
The Contractor is advised that protecting existing private irrigation and lighting systems from damage
does not constitute a basis for claim or extra work. “Property Restoration” has been provided as a
basis for modifications or improvements to private lighting systems and irrigation systems that may
become necessary, but could not be foreseen prior to construction.
8-03 IRRIGATION SYSTEM
8-03.1 Description
Section 8-03.1 is supplemented with the following:
(******)
The work shall consist of installing a fully functioning and complete landscape irrigation system, with
two (2) points of connections and two (2) automatic controllers.
8-03.2 Materials
Section 8-03.2 is supplemented with the following:
(******)
Refer to Section 9-15 Irrigation System of these Specifications.
8-03.3 Construction Requirement
Section 8-03.3 is supplemented with the following:
(******)
Backfilling of irrigation piping shall be in accordance with Section 7-08.3(3) Backfilling of these Special
Provisions.
In paved asphalt areas, the top 6 inches of the trench shall consist of HMA, Class A.
The Contractor shall connect Point of Connection assemblies as shown on the Plans to irrigation
meter(s) as specified in Section 7-15 Service Connections, of these special provisions, and as shown
on the Plans. Contractor is responsible for providing and installing the irrigation meter and all
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associated equipment and connections. The irrigation meter and water connections shall be measured
and paid for separately as specified in Section 7-15 Service Connections.
The Contractor is responsible for coordinating and the installation of a telephone/communications
line with either CenturyLink or Comcast, to the irrigation controllers, prior to installation of controller
equipment.
8-03.3(3) Piping
Section 8-03.3(3) is supplemented with the following:
(******)
All irrigation sleeves shall be Schedule 40 and sized and located as shown on the Plans. Sleeving size
shall be a minimum of two times the diameter of all pipe and control wire to be placed in the sleeve.
Irrigation piping shown on plans that is located under decking shall be placed above ground but below
decking material. Piping shall be pinned in place every 10’ with pipe staples or other approved method.
The Contractor is alerted that irrigation sleeves are not shown on the roadway Plan & Profile Sheets
and thus will require coordination with the Irrigation Plans.
PVC Pipe and Fittings
Due to the nature of PVC pipe and fittings, the Contractor shall exercise care in handling, loading,
unloading and storing pipe to avoid damage. The pipe and fittings shall be stored under cover and
shall be transported in a vehicle with a bed long enough to allow the length of pipe to lie flat so as not
to be subject to undue ending or concentrated external load at any point. Any pipe that has been
dented or damaged shall be set aside until such damage has been cut out and pipe is rejoined with a
coupling.
Solvent welded joints shall be performed as a two step process using primer and glue. In each case,
both fittings and pipes must be given the following applications. Both must first be primed and then
be glued. Give at least 15 minutes set-up time before moving or handling. Pipe shall be partially center
loaded to prevent arching and slipping. No water shall be permitted in the pipe until at least 10 hours
have elapsed for the weld to set and cure.
Backfilling shall be done when pipe is not in an expanded condition due to heat or pressure. Cooling
of the pipe can be accomplished by operation the system for a short time before backfill, or by
backfilling in the early part of the morning before the heat of day.
Before pressure testing, soluble weld joints shall be given at least 24 hours curing time.
No PVC pipe may be threaded or connected to a threaded fitting without an adapter.
Great care must be taken to insure that the inside of the pipe is absolutely clean. Any pipe ends not
being worked on must be protected and not left open.
8-03.3(7) Flushing and Testing
Section 8-03.3(7) is supplemented with the following:
(******)
The Contractor shall advise the Engineer at least 48 hours before pressure tests are to be conducted
and shall have the approval of the Engineer before backfilling, both main lines and lateral lines and
system must pass an electrical resistance test. The pressure reducing valves shall also be inspected at
this time.
All drip system lines, lateral and drip microtubing, shall be fully flushed (3) three times, to ensure
removal of any debris in the system.
Before backfilling, main lines and automatic valves shall be flushed twice, once prior to placement of
valves and the second after placement of the valves.
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Main Line Test (Hydrostatic Pressure Test)
With all valves in place and closed, and all joints exposed.
Attach test pump to head of main line after twin check.
Attach gate valve to opposite end of main line.
Open gate valve at end of main line and open main shut-off valve until all air is removed from main
line.
Close gate valve at end of main line and install pressure gauge and reopen gate valve.
Close main shut-off valve and apply 150 psi test to main line. Hold for one hour. Maximum allowable
drop is 10 psi.
At the end of test close gate valve at end of mainline and remove pressure gauge. Open gate valve and
slowly remove pressure from line.
Lateral Line Test
With all valves and swing joints in place.
Apply 100 psi test to lateral lines for one hour. Maximum allowable drop is 10 psi.
Rejected systems or portions of shall be repaired and retested. Any leakage noted shall be corrected
and the test repeated until the system is air-tight, at the Contractor’s expense.
To be valid, all tests must be performed under the direction and supervision of authorized City of
Renton personnel, or authorized representative.
The location, inspection and testing provisions of these specifications will be strictly adhered to. If for
any reason any part of the sprinkler system is backfilled before being authorized by the Engineer, it
must be completely uncovered and exposed until approved for backfilling by the Engineer.
8-03.3(11) System Operation
Section 8-03.3(11) is supplemented with the following:
(******)
Before the sprinkler system will be accepted, the Contractor, in the presence of the Engineer, shall
perform a water coverage test to determine if the water coverage and operation of the system is
complete and satisfactory. If any part of the system is inadequate it shall be repaired or replaced at
the Contractor's expense and the test repeated until accepted.
The entire sprinkler system shall be guaranteed by the Contractor to give complete and satisfactory
service for a period of one year from the date of final acceptance of the work by the City of Renton.
Should any malfunction develop within the one year period, which in the opinion of Engineer, is due
to faulty material or workmanship, the trouble shall be corrected, without delay, to the satisfaction of
the Engineer at the Contractor's expense.
All backfilled trenches shall be repaired by the Contractor at his expense, including restoration of plant
materials.
8-03.3(14) Irrigation Electrical Service
Section 8-03.3(14) is supplemented with the following:
(******)
Power provisions for Irrigation Electrical Service shall be as shown on the irrigation Plans and details.
The Contractor shall make all necessary arrangements with the Electrical Contractor to establish
electrical service for the irrigation system, as shown on Plans, including all trenching, conduit, and
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restoration that may be necessary, for (1) one location to one irrigation controller as indicated on the
plans and details.
8-04 CURBS, GUTTERS, AND SPILLWAYS
8-04.1 Description
Section 8-04.1 is supplemented with the following:
(******)
This work shall also consist of constructing cement concrete curbs with the sidewalk in accordance
with these Specifications and in conformity with the dimensions and cross-sections shown in the Plans
and to the lines and grades as staked.
8-04.3 Construction Requirements
Section 8-04.3 is supplemented with the following:
(******)
The sub-base for curb and gutter sections shall be compacted to 95 percent density at or below
optimum moisture content, as per Section 2-03.3(14)D revised, before placing the curb and gutter.
White-pigmented curing compounds will not be allowed.
The top of the finished concrete shall not deviate more than one-eighth (1/8”) in ten feet (10’) or the
alignment one-fourth (1/4”) in ten feet (10’).
Where shown on the plans, the Contractor shall paint the curbs with 2-coats of yellow paint. Paint
and application shall conform to the Standard Specifications for traffic paint striping.
8-04.3(3) Painting of Curbs
Section 8-04.3(3), with title change, is supplemented with the following:
(******)
When shown on the plans, concrete curbing shall be painted with two full coats of Paint formula No.
H-2-83 or H-3-83 as shown on the plans or directed by the Engineer. The paint can be applied by brush
or spray.
8-06 CEMENT CONCRETE DRIVEWAY ENTRANCES
8-06.1 Description
Section 8-06.1 is supplemented as follows:
(******)
Concrete approaches for driveways as well as curb within and adjacent to driveway approaches shall
be constructed with 3-day portland cement concrete per Sections 8-06.3 and 9-01.2(1) Portland
Cement of the Standard Specifications. Approaches shall be constructed per the details on the Plans.
Approach locations and width are shown on the Plans. This includes all concrete for cement concrete
driveways as shown on the Plans.
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If curb sections are poured monolithic with driveway approaches, these sections of curb shall be paid
per square yard under the unit contract price for “Cement Concrete Driveway Entrance”. Otherwise
they shall be paid for by the linear foot of Cement Concrete Curb & Gutter. See also Section 8-04 Curbs,
Gutters, Spillways and Inlets herein.
Concrete approaches, driveways and adjoining sections of curb, gutter and sidewalk shall be
constructed in two or more segments to allow continued driveway access unless alternate access can
be provided and clearly delineate.
8-06.2 Materials
Section 8-06.2 is supplemented as follows:
(******)
Commercial concrete for driveways & driveway entrances gutter will not be allowed.
8-06.3 Construction Requirements
Section 8-06.3 is supplemented with the following:
(******)
Section 1-07 of these Special Provisions describes the restrictions to driveway closures and
construction that will be in place for this contract. To meet these requirements, the Contractor may
use a quick setting concrete. The Engineer shall approve the quick-setting mix prior to use.
8-12 CHAIN LINK FENCE, WIRE FENCE AND WOOD FENCE
Section 8-12 including the above title is revised as follows:
8-12.1 Description
Section 8-12.1 is revised and supplemented as follows:
(******)
This Work shall also consist of furnishing and constructing wood fences of the types specified in the
plans.
8-12.2 Materials
Section 8-12.2 is revised and supplemented as follows:
(******)
Wood shall be pressure treated lumber or approved equal.
Pressure treated fence materials shall include hot-dipped galvanized or stainless-steel fasteners, nails,
connectors and hardware.
Wood fence paint, if required to match existing fence color shall be oil-latex formula and shall be
installed per manufacturers recommendations.
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8-12.3 Construction Requirements
Section 8-12.3 is revised and supplemented as follows:
(******)
The wood fences shown in the plans are intended to match the existing wood fences on the project
site including post spacing, post depth, fence height, type and paint color. Generally, the new fence
shall be installed on the ROW line behind the new sidewalk. The Contractor shall work with the
engineer on any modifications to the final fence installation.
All existing fence dimensions, colors, types, and appurtenances shall be verified by the Contractor in
the field prior to ordering and delivering materials to the site.
8-13 MONUMENT CASES
8-13.1 Description
Section 8-13.1 is revised and supplemented as follows:
(******)
This Work shall consist of adjusting and/or furnishing and placing monument cases and covers, in
accordance with the Standard Plans and these Specifications, in conformity with the lines and
locations shown in the Plans or as staked by the Engineer or by the Contractor supplied Surveyor.
8-13.3 Construction Requirements
Paragraph 4 of Section 8-13.3 is revised and supplemented as follows:
(******)
The monument will be furnished and set by the Contractor supplied Surveyor.
When existing monuments will be impacted by a project, the Contractor shall be responsible for
assuring that a registered surveyor references the existing monuments prior to construction. After
construction is complete, the monuments shall be re-established by the Surveyor in accordance with
RCW58.09.130. All surveying shall be in accordance with Section 1-11 of these Special Provisions.
Section 8-13.3 is supplemented with the following:
(******)
Where shown in the Plans or where directed by the Engineer, the existing monument case and cover
shall be adjusted to the grade as staked or otherwise designated by the Engineer. The existing
monument shall be carefully protected so as not to disturb its location in any way. The Contractor
shall have a licensed professional land surveyor locate the monument in accordance with Section 1-
11.1 prior to the case and cover adjustment if any disturbance of the existing monument is probable.
The existing cast iron ring and cover shall first be removed and thoroughly cleaned for reinstalling at
the new elevation. From that point, the existing structure shall be raised or lowered to the required
elevation. The materials and method of construction shall conform to the requirements of the
Standard Plan as approved by the Engineer.
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Reestablishment of Disturbed Monument
The Professional Land Surveyor who has been engaged by the Contractor for the purposes of roadway
surveying shall be responsible for perpetuating and documenting existing monuments in compliance
with the Application for Permit to Destroy a Survey Monument (WAC 332-120). Upon completion of
the roadway surface, the destroyed and new proposed monuments positions shall be set and
referenced by the Contractor. The Contractor shall then drill and core out the monument position,
install the poured monument, and place a blank brass monument centered in the cored position. The
Contractor will then mark the referenced position and file a completion report for Monument Removal
or Destruction with DNR, as applicable for pre-existing monuments. Following approval by the Public
Land Survey Offices, copies of the Application for Permit shall be forwarded to the Contracting Agency.
All surveying shall be in accordance with Section 1-11 of these Special Provisions.
8-14 CEMENT CONCRETE SIDEWALKS
8-14.1 Description
Section 8-14.1 is supplemented by adding the following:
(******)
Work shall also include construction of dense and pervious cement concrete sidewalks and ramps with
detectable warning surfaces as shown on the Plans as well as cement concrete driveways which
connect cement concrete driveway entrances to the existing driveway surfaces.
8-14.2 Materials
Section 8-14.2 is supplemented by adding the following:
(******)
Pervious concrete shall be as specified in Special Provision Section 5-06.
Commercial concrete for sidewalk will not be allowed.
Colored cement concrete sidewalk shall be of Type II Gray Portland Cement with color additive. Color
shall match the existing color in the field. Samples for color selection: Contractor shall submit color
additive manufacturer’s sample chip set, and indicate color additive numbers and required dosage
rates, for approval by Engineer.
Prior to starting colored concrete work, the Contractor shall provide a 2’x2’ sample area to the
engineer for approval of final color. This approved sample shall match the existing colored concrete
and shall be used for the final pour.
Color additives shall contain pure concentrated mineral pigments specially processed for mixing into
concrete and complying with ASTM C979.
The detectable/tactile warning mat or Vitrified Polymer Composite (VPC) Detectable/Tactile Warning
Surface shall be an epoxy polymer composition with an ultra violet stabilized coating employing
aluminum oxide particles in the truncated domes. The tile shall incorporate an in-line pattern of
truncated domes measuring nominal 0.2” height, 0.9” base diameter, and 0.45” top diameter, spaced
center-to-center 2.35” as measured on a diagonal and 1.67” as measured side by side. For wheelchair
safety the field area shall consist of a non-slip surface with a minimum of 40 - 90° raised points 0.045”
high, per square inch.
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8-14.3(4) Curing
Section 8-14.3(4) is replaced with:
(******)
The curing materials and procedures outlined in Section 5-05.3(13) of the Standard Specifications shall
prevail, except that white pigmented curing compound shall not be used on sidewalks. The curing
agent shall be applied immediately after brushing and be maintained for a period of 5 days.
The Contractor shall have readily available sufficient protective covering, such as waterproof paper or
plastic membrane, to cover the pour of an entire day in the event of rain or other unsuitable weather.
During the curing period, all traffic, both pedestrian and vehicular, shall be excluded. Vehicular traffic
shall be excluded for such additional time as the Engineer may specify.
The Contractor shall be responsible for barricading, patrolling, or otherwise protecting the newly
placed concrete to prevent damage. Damaged, vandalized, discolored, stained, or unsightly concrete
shall be removed and replaced at the expense of the Contractor.
See Special Provision Section 5-06 for pervious concrete construction requirements and Special
Provision Section 2-06 for subgrade preparation for pervious concrete.
8-14.3(6) Curb Ramps
Section 8-14.3(6) is a new sub-section:
(******)
Some of the curb ramps on this project have been modified from the standard details to fit the project
conditions while meeting current ADA requirements. Contractor shall take special care to assure that
the ramps are constructed in conformance with ADA requirements. The following requirements shall
apply to all curb ramps:
1. Detectable Warning Surface shall be placed on the bottom two feet of the ramp.
2. The landing length shall be a minimum of 48-inches.
3. The cross slope of the landing or ramp shall not be steeper than 2%.
4. The longitudinal slope (up or down the ramp) of the ramp shall not exceed 8%.
5. The Flare Side Slopes shall not exceed 10%.
Compliance with ADA Standards is required and minor modifications to the dimensions shown on the
Plans may be necessary to meet current standards. Therefore, prior to pouring concrete at the curb
ramp locations, the Contractor shall have each ramp inspected and receive written approval from the
on-site inspector that the forms are set in compliance with ADA Standards. Ramps poured without
written approval that do not meet current ADA standards shall be removed and replaced at the
Contractors expense, regardless of whether or not they conform to the dimensions shown on the
Plans.
Per the Standard Specifications, detectable warning surfaces shall be furnished and installed on each
curb ramp.
Pedestrian curbs shall be placed where shown on the Plans and necessary to transition from lowered
grade at depressed concrete ramps to the adjacent finished grade.
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Contractor shall set all concrete forms, check for ADA Compliance and then obtain written approval
from the Engineer for each curb ramp prior to placement of concrete.
8-14.3(7) Cold Weather Work
Section 8-14.3(6) is a new sub-section:
(******)
The following additional requirements for placing concrete shall be in effect from November 1 to April
1:
• The Engineer shall be notified at least 24 hours prior to placement of concrete.
• All concrete placement shall be completed no later than 2:00 p.m. each day.
Where forms have been placed and the subgrade has been subjected to frost, no concrete shall be
placed until the ground is completely thawed. At the time, the forms shall be adjusted and subgrade
repaired as determined by the Engineer.
8-17 IMPACT ATTENUATOR SYSTEMS
8-17.5 Payment
Section 8-17.5 is supplemented by the following:
(******)
If no pay item is included for temporary impact attenuators then all costs to provide and install shall
be considered a part of the pay item for "Project Temporary Traffic Control."
8-18 MAILBOX SUPPORT
8-18.3 Construction Requirements
Supplement this section with the following:
(******)
Permanently reinstalled mailboxes shall be installed with new hardware and posts in conformance
with City of Renton standard details H027, H028, and H029.
All relocated mailbox supports shall be installed with the new wood posts. Post foundations shall be
commercial concrete.
Mailbox assemblies damaged during construction activities shall be replaced in kind by the
Contractor. All costs associated with damaged mailbox replacement shall be the responsibility of
the Contractor.
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8-19 ADJUST UTILITY APPURTENANCES
Section 8-19 is a new section with new sub-sections:
(******)
8-19.1 Description
This work shall consist of adjusting gas valves and utility vaults to grade.
8-19.3 Construction Requirements
8-19.3(1) Valve Boxes
Gas valve boxes shall be adjusted to final grade after final grading has been established or the
asphalt concrete paving operations are complete. The Contractor shall adjust the valve boxes
with cast iron extensions as required.
The asphalt concrete pavement shall be removed to a neat circular shape. The edge of the cut
shall be 1 foot from the outside edge of the valve box frame. The base materials and crushed rock
shall be removed. The valve box frame shall be reset to the final grade, plumb to the roadway,
and remain operational and accessible. Commercial class concrete shall be placed in the entire
void up to within, but not to exceed, 2 inches of the finished pavement surface.
Twenty-four hours after placement of the concrete, or as directed by the Engineer, the edges of
the removed asphalt pavement, the concrete surface, and the outer edge of the reset frame shall
be painted with asphalt for tack coat. Hot mix asphalt shall then be placed and properly
compacted to finished grade. The hot mix asphalt shall meet the requirements of Section 5-04
of the Standard Specifications. The joint between the patch and existing pavement shall then be
painted with asphalt for tack coat and immediately covered with dry paving sand before the
asphalt for tack coat solidifies.
8-22 PAVEMENT MARKING
8-22.1 Description
The following item in Section 8-22.1 is revised as follows:
(******)
Crosswalk Stripe
A SOLID WHITE line, 8 inches wide and 10-feet long, installed parallel to another crosswalk stripe and
parallel to the direction of traffic flow and centered in pairs on lane lines and the center of lanes. See
detail sheet.
Skip Center Line (Replacement)
A BROKEN YELLOW line 4 inches wide. The broken or “skip” pattern shall be based on a 24-foot unit
consisting of a 9-foot line and a 15-foot gap. Skip center strip is used as centerline delineation on two-
lane or three-lane, two-way highways.
Double Yellow Center Line (Replacement)
Two SOLID YELLOW lines, each 4 inches wide, separated by a 4-inch space. Double yellow center stripe
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is used as centerline delineation on multilane, two-way highways and for channelization.
Approach Line (New)
A SOLID WHITE line, 8 inches wide, used to separate left and right turning movements from through
movements, to separate high occupancy vehicle lanes from general-purpose lanes, for islands, hash
marks, and other applications. Hash mark stripes shall be placed on 45-degree angle and 10 feet apart.
Lane Line (Replacement)
A BROKEN WHITE line, 4 inches wide, used to delineate adjacent lanes traveling in the same direction.
The broken or “skip” pattern shall be based on a 24-foot unit consisting of a 9-foot line and a 15-foot
gap.
Two Way Left Turn Line (Replacement)
A SOLID YELLOW line, 4 inches wide, with a BROKEN YELLOW line, 4 inches wide, separated by a 4-inch
space. The broken or “skip” pattern shall be based on a 24-foot unit consisting of a 9-foot line and a
15-foot space. The solid line shall be installed to the right of the broken line in the direction of travel.
Crosswalk Line (Replacement)
A SOLID WHITE line, 8 inches wide and 10 feet long, installed parallel to another crosswalk stripe and
parallel to the direction of traffic flow and centered in pairs on lane lines and the center of lanes. See
detail sheet.
Stop Line (Replacement)
A SOLID WHITE line 12, 18, or 24 inches wide as noted on the Contract Plans.
8-22.2 Materials
Supplement this section with the following:
(******)
Paint lines shall be low VOC solvent based paint per standard specification 9-34.
Thermoplastic lines and markings shall be Type A – liquid hot applied thermoplastic per standard
specification 9-34.
8-22.3(5) Installation Instructions
Section 8-22.3(5) is revised as follows:
(******)
A manufacturer’s technical representative need not be present at the initial material installation to
approve the installation procedure.
8-23 TEMPORARY PAVEMENT MARKINGS
8-23.5 Payment
Section 8-23.5 is supplemented with the following:
(******)
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If no pay item is included in the Contract for installation, or for removal of temporary pavement
markings, then all costs associated with these items are considered incidental to other items in the
Contract or included under "Project Temporary Traffic Control," if that item is included as a bid item.
8-26 HANDRAIL
8-26.1 Description
Section 8-26.1 is a new section:
(******)
This work consists of fabricating, furnishing and installing handrailing per the types specified in the
plans.
8-26.3 Construction Requirements
Section 8-26.5 is a new section:
(******)
Handrail shall be installed in locations shown on the plans and as detailed on the plans. Contractor
shall verify all dimensions on site prior to ordering materials or fabrication.
As installation is completed, clean all metal handrail assemblies with plain water containing a mild
detergent.
DIVISION 9 MATERIALS
9-03 AGGREGATES
9-03.8(7) HMA Tolerances and Adjustments
Item 1 is deleted and replaced with:
(******)
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1. Job Mix Formula Tolerances. After the JMF is determined as required in 5-04.3(7)A, the
constituents of the mixture at the time of acceptance shall conform to the following tolerances:
Nonstatistical Commercial
Evaluation Evaluation
Aggregate, percent passing
1”, ¾”, ½”, and 3/8” sieves 6% 8%
U.S. No. 4 sieve 6% 8%
U.S. No. 8 sieve 6% 8%
U.S. No. 16 sieve 4% 6%
U.S. No. 30 sieve 4% 6%
U.S. No. 50 sieve 4% 6%
U.S. No. 100 sieve 3% 5%
U.S. No. 200 sieve 2.0% 3.0%
Asphalt Binder 0.5% 0.7%
VMA 1.5% below minimum value in 9-03.8(2)
VFA minimum and maximum as listed in 9-03.8(2)
Va 2.5% minimum and 5.5% maximum
These tolerance limits constitute the allowable limits as described in Section 1-06.2. The tolerance
limit for aggregate shall not exceed the limits of the control point’s section, except the tolerance limits
for sieves designated as 100% passing will be 99-100.
9-03.9(2) Permeable Ballast
Revise section 9-03.9(2) to read:
(******)
Permeable Ballast
Permeable ballast shall meet the requirements of Section 9-03.9(1) for ballast except for the
following special requirements.
The grading and quality requirements are:
Grading No. 1 Grading No. 2 (AASHTO No. 3)
Sieve Size Percent Passing Sieve Size Percent Passing
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2-1/2” 99-100 2-1/2” 100
2” 65-100 2” 90-100
¾” 40-80 1-½” 35-70
No. 4 0-5 1” 0-15
No. 100 0-2 ½” 0-5
% Fracture 95 No. 100 0-3
All percentages are by weight. % Fracture 95
The sand equivalent value and dust ratio requirements do not apply.
Los Angeles Wear, 500 Rev. 30% maximum
Degradation Factor 30 minimum
The fracture requirement shall be at least two (2) fractured faces and will apply to the combined
aggregate retained on the No. 4 sieve in accordance with WSDOT FOP for AASHTO T 335.
The minimum void ratio of the aggregate shall be 30 percent as determined by AASHTO T 19.
Permeable ballast material may be conditionally approved based on Contractor submitted
sampled materials prior to delivery to the site. Final Acceptance will be based on conformance
testing completed on material that has been delivered, installed, and compacted on site. The
exact point of acceptance will be determined by the Engineer. Material out of conformance with
the project specifications will be removed and replaced at the Contractor’s expense.
9-03.12 Gravel Backfill
Section 9-03.12(6) is a new additional section:
(******)
9-03.12(6) Underdrain Aggregate
Underdrain Aggregate shall conform to the following grading:
Sieve Size Percent Passing
¾-inch 100
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¼-inch 30-60
No. 8 20-50
No. 50 3-12
No. 200 0-1
Underdrain aggregate shall consist of screened sand, gravel or other inert materials, or combinations
thereof, from sources approved by the engineer, having hard, durable particles free from adherent
coatings. The materials must be washed thoroughly to remove clay, loam, alkali, organic matter or
other deleterious substances. Particles having a specific gravity less than 1.95 must not exceed 1.0
percent of the total weight. Organic matter, by calorimetric test, must not be darker than the reference
standard color (Organic Plate No. 3) AASHTO T21 unless other tests prove a darker color to be
harmless.
9-03.22 Cement-based Grout for Abandoning Existing Utilities (Additional Section)
Section 9-03.22 is a new section:
(******)
The Contractor shall submit a mix proposal that has flow characteristics appropriate for filling a utility
pipeline. The mix proposal for “Cement-base Grout for Abandoning Existing Utilities” shall be
approved by the Engineer prior to commencing work on this item.
Cement-based Grout for Abandoning Existing Utilities shall be equal to a 1-sack mix and the materials
shall conform to the following:
Cement: This material shall be Portland cement as specified in section 9-01.
Aggregate: This material shall meet the requirements for fine aggregate as specified in section
9-03.1.
Water: Water shall conform to the provisions of Section 9-25.1.
Minimum Strength: 100 psi
9-05 DRAINAGE STRUCTURES, CULVERTS, AND CONDUITS
9-05.2 Underdrain Pipe
9-05.2(9) Slotted PVC Underdrain Pipe
Section 9-05.2(9) is a new additional section:
(******)
Slotted PVC underdrain pipe shall be per ASTM D1785 Sch. 40. Slots shall be cut perpendicular to the
long axis of the pipe and be 0.04 to 0.069 inches wide by 1 inch long and be spaced 0.25 inches apart
(spaced longitudinally). Slots should be arranged in four rows spaced on 45-degree centers and cover
one-half of the circumference of the pipe.
9-05.4 Steel Culvert Pipe and Pipe Arch (RC)
Section 9-05.4 is revised as follows:
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24. Special Provisions 205
(******)
Steel culvert pipe and pipe arch shall meet the requirements of AASHTO M 36, Type I and Type II.
Welded seam aluminum coated (aluminized) corrugated steel pipe and pipe arch with metallized
coating applied inside and out following welding is acceptable and shall be asphalt treatment coated.
9-05.7(2) Concrete Storm Sewer Pipe
9-05.7(2) Reinforced Concrete Storm Sewer Pipe (RC)
Section 9-05.7(2) is replaced by the following:
(******)
Reinforced Concrete Storm Sewer pipe shall conform to the requirements of ASTM C-76 and shall be
Class IV. Cement used in the manufacture of reinforced concrete pipe shall be Type II in conformance
with ASTM C150. No admixture shall be used unless otherwise specified.
9-05.7(2)A Basis for Acceptance (RC)
Section 9-05.7(2)A is supplemented by the following:
(******)
All pipe shall be subject to (1) a three-edge-bearing strength (D-load) test in accordance with ASTM
C76; and (2) a hydrostatic test of rubber gasket joints in accordance with ASTM C361 or AWWA C302
except test pressure shall be 5 psi.
9-05.7(3) Concrete Storm Sewer Pipe Joints (RC)
Section 9-05.7(3) is replaced by the following:
(******)
Joint assembly design shall be reinforced concrete bell and spigot type incorporating a fully retained
single rubber gasket in accordance with ASTM C361 or AWWA C302. Rubber gasket material shall be
neoprene.
9-05.7(4) Testing Concrete Storm Sewer Pipe Joints (RC)
Section 9-05.7(4) is supplemented by the following:
(******)
Hydrostatic testing of rubber gasket joints shall be performed in accordance with ASTM C361 or AWWA
C302 except test pressure shall be 5 psi.
9-05.9 Steel Spiral Rib Storm Sewer Pipe (RC)
Section 9-05.9 is replaced with:
(******)
The manufacturer of spiral rib storm sewer pipe shall furnish the Engineer a Manufacturer's Certificate
of Compliance stating that the materials furnished comply in all respects with these Specifications.
The Engineer may require additional information or tests to be performed by the Contractor at no
expense to the City.
Unless otherwise specified, spiral rib storm sewer pipe shall be furnished with pipe ends cut
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perpendicular to the longitudinal axis of the pipe. Pipe ends shall be cut evenly. Spiral rib pipe shall be
fabricated either by using a continuous helical lock seam or a continuous helical welded seam
paralleling the rib.
Steel spiral rib storm sewer pipe shall be manufactured of metallic coated (aluminized or galvanized)
corrugated steel and inspected in conformance with Section 9-05.4. The size, coating, and metal shall
be as shown in the Plans or in the Specifications.
For spiral rib storm sewer pipe, helical ribs shall project outwardly from the smooth pipe wall and shall
be fabricated from a single thickness of material. The ribs shall be essentially rectangular and shall be
3/4 inch plus two times the wall thickness (2t) plus or minus 1/8 inch (measured outside to outside)
and a minimum of 0.95 inch high (measured as the minimum vertical distance from the outside of
pipe wall immediately adjacent to the lockseam or stiffener to the top surface of rib). The maximum
spacing of the ribs shall be 11.75 inches center to center (measured normal to the direction of the
ribs). The radius of bend of the metal at the corners of the ribs shall be a minimum of 0.10 inch and a
maximum of 0.17 inch. If the sheet between adjacent ribs does not contain a lockseam, a stiffener
shall be included midway between ribs, having a nominal radius of 0.25 inch and a minimum height of
0.20 inch toward the outside of the pipe. Pipe shall be fabricated with ends that can be effectively
jointed with coupling bands.
When required, spiral rib or narrow pitch spiral rib pipe shall be bituminous treated or paved. The
bituminous treatment for spiral rib pipe shall conform to the requirements of Sections 9-05.4(3) and
9-05.4(4).
For narrow pitch spiral rib sewer pipe, the helical ribs shall project outwardly from the smooth pipe
wall and shall be fabricated from a single thickness of material. The ribs shall be .375 inch + 1/8 inch
wide (measured outside to outside) and a minimum of .4375 inch high (measured as the minimum
vertical distance of ribs shall be 4.80 inches center to center (measured normal to the direction of the
ribs). The radius of bend of the metal at the corners of the ribs shall be 0.0625 inch with an allowable
tolerance of + 10 percent.
9-05.12 Polyvinyl Chloride (PVC) Pipe
Section 9-05.12(3) is a new additional section:
(******)
9-05.12(3) CPEP Sewer Pipe
Section 9-05.12(3) is a new additional section:
(******)
CPEP - Smooth interior pipe and fittings shall be manufactured from high density polyethylene resin
which shall meet or exceed the requirements of Type 111, Category 4 or 5, Grade P33 or P34, Class C
per ASTM D1248. In addition, the pipe shall comply with all material and stiffness requirements of
AASHTO M294.
9-05.14 ABS Composite Sewer Pipe
Section 9-05.14 is deleted
(******)
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9-05.17 Aluminum Spiral Rib Storm Sewer Pipe
Section 9-05.17 is replaced with:
(******)
Unless otherwise specified, spiral rib storm sewer pipe shall be furnished with pipe ends cut
perpendicular to the longitudinal axis of the pipe. Pipe ends shall be cut evenly. Spiral rib pipe shall be
fabricated by using a continuous helical lock seam with a seam gasket.
For spiral rib storm sewer pipe, helical ribs shall project outwardly from the smooth pipe wall and shall
be fabricated from a single thickness of material. The ribs shall be 3/4 inch wide by 3/4 inch deep with
a nominal spacing of 7-1/2 inches center to center. Pipe shall be fabricated with ends that can be
effectively jointed with coupling bands.
For narrow pitch spiral rib storm sewer pipe, helical ribs shall project outwardly from the smooth pipe
wall and shall be fabricated from a single thickness of material. The ribs shall be 0.375 inch + 1/8 inch
wide (measured outside to outside) and a minimum spacing of ribs shall be 4.80 inches center to
center (measured normal to the direction of the ribs). The radius of bend of the metal at the corners
of the ribs shall be 0.0625 inch with an allowable tolerance of + 10 percent.
For wide pitch spiral rib storm sewer pipe, helical ribs shall project outwardly from the smooth pipe
wall and shall be fabricated from a single thickness of material. The ribs shall be 3/4 inch + 1/8 inch
wide (measured outside to outside) and a minimum of 0.95 inch high (measured as the minimum
vertical distance from the outside of pipe wall to top surface of the rib). The maximum spacing of ribs
shall be 11.75 inches center to center (measured normal to the direction of the ribs). The radius of
bend of the metal at the corners of the ribs shall be 0.0625 inch with an allowable tolerance of + 10
percent.
9-05.20 Corrugated Polyethylene Storm Sewer Pipe (CPEP)
Section 9-05.20 is replaced with the following:
(******)
9-05.20(1) Description
Corrugated Polyethylene Pipe (CPEP) shall be corrugated high-density polyethylene pipe with smooth
internal wall manufactured by Advanced Drainage Systems (ADS), or approved equivalent.
9-05.20(2) Pipe Material and Fabrication
CPEP shall be in conformance with the latest version of ASTM F 667 or AASHTO M 294, Type S.
9-05.20(3) Fittings and Gaskets
Fittings shall be gasketed PVC fittings. Gaskets shall conform to ASTM F 477. Fittings shall conform to
ASTM F 1536 or ASTM D 3212. Fittings shall be manufactured by Nyloplast USA, Inc., or approved
equivalent.
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24. Special Provisions 208
9-05.20(4) Installation
Pipe and fittings shall be installed per the manufacturer's recommendations. Lubricate gasket and
fitting socket with manufacturer-approved lubricant prior to pushing pipe into fitting.
9-05.23 High Density Polyethylene Piping
Section 9-05.23 is replaced with the following:
(******)
DRISCOPLEX 4100 High-density Polyethylene Piping
1 General Terms and Conditions
1.1 Scope - This Specification covers requirements for DriscoPlex 4100 PE 3408 high-density
polyethylene piping. All Work shall be performed in accordance with these Specifications.
1.2 Engineered and Approved Plans - Construction shall be performed in accordance with Engineered
Construction Plans for the Work prepared under the direction of a Professional Engineer.
1.3 Referenced Standards - Where all or part of a federal, ASTM, ANSI, AWWA, etc., Standard
Specification is incorporated by reference in these Specifications, the reference standard shall be the
latest edition and revision.
1.4 Licenses and Permits – The Contractor shall be licensed and bonded.
1.5 Inspections - All Work shall be inspected by an Authorized Representative of the City who shall
have the authority to halt construction if, in his opinion, these Specifications or standard construction
practices are not being followed. Whenever any portion of these Specifications is violated, the
Engineer shall, by written notice, order further construction to cease until all deficiencies are
corrected.
2 Polyethylene Pipe and Fittings
2.1 Qualifications of Manufacturers - The manufacturer shall have manufacturing and quality
assurance facilities capable of producing and assuring the quality of the pipe and fittings required by
these Specifications. The manufacturer’s production facilities shall be open for inspection by the City
or his Authorized Representative. The Project Engineer shall approve qualified manufacturers.
2.2 Materials - Black PE materials used for the manufacture of polyethylene pipe and fittings shall be
PE 3408 high density polyethylene, meeting ASTM D 3350 cell classification 345464C and shall be listed
in the name of the pipe and fitting manufacturer in PPI (Plastics Pipe Institute) TR-4, with a standard
grade HDB rating of 1600 psi at 73F. Color material, when used, shall be the same except for meeting
ASTM D 3350 cell classification 345464E. The material shall be listed and approved for potable water
in accordance with NSF Standard 61. When requested on the order, the manufacturer shall certify
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24. Special Provisions 209
that the materials used to manufacture pipe and fittings meet these requirements.
2.3 Interchangeability of Pipe and Fittings - The same qualified and approved manufacturer shall
produce polyethylene pipe and fittings. Products such as fittings or flange adapters made by sub-
contractors or distributors are prohibited.
2.4 Polyethylene Fittings & Custom Fabrications - Polyethylene fittings and custom fabrications shall
be molded or fabricated by the approved pipe manufacturer. All fittings and custom fabrications shall
be pressure rated for the same internal pressure rating as the mating pipe.
2.5 Molded Fittings - Molded fittings shall be manufactured and tested in accordance with ASTM D
3261 and shall be so marked. Molded fittings shall be tested in accordance with AWWA C906.
2.6 Fabricated Fittings - Fabricated fittings shall be made by heat fusion joining specially machined
shapes cut from pipe, polyethylene sheet stock or molded fittings. Fabricated fittings shall be rated
for internal pressure service at least equal to the full service pressure rating of the mating pipe.
Fabricated fittings shall be tested in accordance with AWWA C906.
2.7 Polyethylene Flange Adapters - Flange adapters shall be made with sufficient through-bore length
to be clamped in a butt fusion-joining machine without the use of a stub-end holder. The sealing
surface of the flange adapter shall be machined with a series of small v-shaped grooves (serrations) to
promote gasketless sealing, or restrain the gasket against blowout.
2.8 Back-up Rings & Flange Bolts - Flange adapters shall be fitted with back-up rings that are pressure
rated equal to or greater than the mating pipe. The back-up ring bore shall be chamfered or radiused
to provide clearance to the flange adapter radius. Flange bolts and nuts shall be Grade 3 or higher.
9-05.24 Polypropylene Culvert Pipe, Polypropylene Storm Sewer Pipe, and Polypropylene
Sanitary Sewer Pipe
This sections content is deleted and replaced with the following:
(******)
All joints for polypropylene pipe shall be made with a bell/bell or bell and spigot coupling and shall
conform to ASTM D 3212 using elastomeric gaskets conforming to ASTM F 477. All gaskets shall be
factory installed on the pipe in accordance with the producer’s recommendations.
Qualification for each producer of polypropylene storm sewer pipe requires joint system conformance
to ASTM D 3212 using elastomeric gaskets conforming to ASTM F 477 and a formal quality control plan
for each plant proposed for consideration.
A Manufacturer’s Certificate of Compliance shall be required and shall accompany the materials
delivered to the project. The certificate shall clearly identify production lots for all materials
represented. The Contracting Agency may conduct verification tests of pipe stiffness or other
properties it deems appropriate.
This section is supplemented with the following new sub-sections:
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24. Special Provisions 210
9-05.24(1) Polypropylene Culvert Pipe and Storm Sewer Pipe
Polypropylene culvert and storm sewer pipe shall conform to the following requirements:
1. For dual wall pipe sizes up to 30 inches: ASTM F2736.
2. For triple wall pipe sizes from 30 to 60 inches: ASTM F2764.
3. For dual wall profile pipe sizes 36 to 60 inches: AASHTO MP 21, Type S or Type D.
4. Fittings shall be factory welded, injection molded or PVC.
9-05.24(2) Polypropylene Sanitary Sewer Pipe
1. Polypropylene sanitary sewer pipe shall conform to the following requirements:
2. For pipe sizes up to 30 inches: ASTM F2736.
3. For pipe sizes from 30 to 60 inches: ASTM F2764.
4. Fittings shall conform to ASTM F2764. Bell & spigot connections shall utilize a spun-0n, welded
or integral bell and spigot with gaskets meeting ASTM F477. Fitting joints shall be watertight
joint performance requirements of ASTM D3212.
9-05.52 Dense Foam
Section 9-05.52 is a New Section as follows:
(******)
Dense foam shall be Ethafoam HS 600 high density, polyethylene foam, as manufactured by Dow
Chemical Company, or approved equivalent.
9-08 PAINTS
9-08.9 Manhole Coating System Products
Section 9-08.8 is a new section and subsections:
(******)
9-08.9(1) Coating Systems Specification
A. High Solids Urethane
Coating System: C1
Coating Material: High Solids Urethane
Surfaces: Concrete
Surface
Preparation:
In accordance with SSPC
SP-7 (Sweep or brush off
blast)
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24. Special Provisions 211
Application: Shop/Field: The drying
time between coats shall
not exceed 24 hours in
any case
System Thickness: 6.0 mils dry film
Coatings: Primer: One coat of
Wasser MC-Aroshield
high solids urethane (2.0
DFT) Finish: Two or more
coats of Wasser MC-
Aroshield (min. 4.0 DFT)
Color: White
9-14 EROSION CONTROL AND ROADSIDE PLANTING
9-14.2 Topsoil
9-14.2(1) Topsoil Type A
Section 9-14.2(1) is supplemented with the following:
(******)
Topsoil Type A shall consist of loose, moderately well-drained, friable soil of sandy loam texture, free
of ice, snow and rubbish with no admixture of refuse or material toxic to plant growth. Soil shall be
reasonably free of stones, lumps, roots, and weeds or similar objects. Topsoil should be fertile and
free-flowing (pulverized). Topsoil shall be Mycorrhizae inoculated.
Topsoil shall meet the following parameters:
Parameter Range
pH 6.7-7.5
Moisture Content 25%-55%
Soluble Salts 2.5 mmhos/(dS)
Coarse Sand 50% max (by weight)
Clay 25% max (by weight)
Silt 15% max (by weight)
Organic matter 10% max (by weight)
9-14.2(4) Bioretention Media
Section 9-14.2(4) is a new section with sub-sections:
(******)
Bioretention Media (BSM) shall be a well-blended homogeneous mixture of 60 to 65 percent by
volume of Bioretention Mineral Aggregate and 35 to 40 percent by volume of Bioretention Compost
as detailed below.
The Bioretention Media shall be tested to confirm that it meets the following criteria:
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24. Special Provisions 212
Parameter Method Requirement
Cation Exchange Capacity EPA 9081 ≥ 5 meq CEC/100 g dry soil
Organic Matter Content ASTM D 2974 or TMECC
05.07A
4-8% (by dry weight)
Permeability Rate ASTM D 2434 (using 2012
SWMMWW procedure on
BSM 85% compacted per
ASTM D 1557)
Initial infiltration rate
between 6 inches and 12
inches per hour.
9-14.2(4)A Mineral Aggregate for Bioretention Media
Mineral Aggregate for Bioretention Media shall be free of wood, waste, coating, or any other
deleterious material, and all aggregate passing the No. 200 sieve must be non-plastic. Mineral
aggregate must be analyzed by an accredited lab using the sieve sizes shown below to meet the
following gradation using ASTM D 422:
Sieve Size
Percent Passing
3/8 inch 100
No. 4 95 – 100
No.10 75 – 90
No. 40 25 – 40
No. 100 4 – 10
No. 200 2 – 4
9-14.2(4)B Compost for Bioretention Media
The compost component shall be stable, mature, and derived from organic waste materials including
yard debris, wood wastes or other organic matter. Compost must meet the Washington State compost
regulations in WAC 173-350, which is available at:
http://www.ecy.wa.gov/programs/swfa/compost
and the following:
1. Compost shall be certified in compliance with U.S. Composting Council Seal of Testing
Assurance (STA) program.
2. Compost shall meet the following particle size gradation:
Sieve Size Min. Percent Passing
2-inch 100
1-inch 99
5/8-inch 90
¼-inch 75
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24. Special Provisions 213
3. pH shall be between 6.0 and 8.5 as determined by TMECC 04.11-A.
4. Carbon to nitrogen ratio shall be less than 25:1. For plantings composed entirely of plants
native to the Puget Sound Lowlands region, carbon to nitrogen ratio may be 35:1. Ratio shall
be as determined by TOC-TMECC 04.01 and TKN-TMECC 04.02D.
5. Have a manufactured inert material (plastic, concrete, ceramics, metal, etc.) less than 1.0% by
weight as determined by TMECC 03.08-A.
6. Organic matter content shall be between 45 and 65 percent by dry weight bases as
determined by TMECC 05.07A, “Loss-On-Ignition Organic Matter Method”.
7. Contain a minimum of 65 percent by volume recycled plant waste as defined in WAC 173-350-
100 as “Type 1 Feedstocks.” May contain a maximum of 35 percent by volume of “Type III
Feedstocks” including post-consumer food waste, as defined in WAC 173-350-100, but not
including biosolids.
8. Maturity shall be over 80% per TMECC 05.05-A, “Germination and Vigor”.
9. Stability shall be 7 or below per TMECC method 05.08-B.
10. Copper content shall be less than 750 mg/kg as determined by EPA 6020.
11. Zinc content shall be less than 1400 mg/kg as determined by EPA 6020.
12. Soluble salt content less than 4.0 mmhos/cm tested in accordance with TMECC 04.10-A, “1.5
Slurry Method, Mass Basis”.
For Compost for Bioretention Media, at least 10 Working Days prior to placement, the Contractor shall
submit a sample of each type of compost to be used on the project to the Engineer.
Compost for Bioretention Media not conforming to the above requirements or taken from a source
other than those tested and accepted shall be immediately removed from the project and replaced at
no cost to the Owner.
9-14.3 Seed
Section 9-14.3 is supplemented with the following:
(******)
The grass seed dealer shall mix the grass seed only. The Contractor shall furnish the Owner’s
Representative with a dealer’s guaranteed statement of the composition, mixture, and the percentage
of purity and germination of each variety.
All seed mixes shall be certified as 99% weed-free and 90% viable seeds by germination tests and by
age specifications by species. Apply hydroseed mulch, tackifier, seed and fertilizer per supplier’s
recommendations.
Seeded Lawn Mix
Seeded Lawn Mix shall be composed of the following varieties mixed in the proportions indicated:
Botanical Name / Common Name % by
Weight
% Purity %
Germination
Lolium perenne var. Dasher 3 /
Dasher 3 Perennial Rye Grass
35% 98% 90%
Lolium perenne var. Cutter II / 35% 98% 90%
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24. Special Provisions 214
Cutter II Perennial Rye Grass
Festuca rubra var. Garnet /
Garnet Creeping Red Fescue
15% 98% 90%
Festuca rubra ssp. Fallax var. Windward /
Windward Chewings Fescue
15% 98% 90%
9-14.4 Fertilizer
Section 9-14.4 is supplemented with the following:
(******)
All fertilizer applications for trees and shrubs shall follow Washington State University, National
Arborist Association or other accepted agronomic or horticultural standards.
Seeded lawn shall be fertilized per recommendations of seed supplier.
Fertilizer for trees and shrubs shall be 20-10-5, biodegradable packets. Apply per manufacturer’s
recommendations.
9-14.5 Mulch and Amendments
9-14.5(3) Bark or Wood Chip Mulch
Section 9-14.5(3) is supplemented with the following:
(******)
Bark mulch shall be medium grade composted ground fir or hemlock bark.
The bark shall be uniform in color, free from weed seeds, sawdust and splinters. The mulch shall not
contain resin, tannin, wood fiber or other compounds detrimental to plant life. The moisture content
of bagged mulch shall not exceed 22%. The acceptable size range of bark mulch material is ½” to 1”
with maximum of 20% passing the ½” screen.
9-14.7 Plant Materials
9-14.7(2) Quality
Section 9-14.7(2) is supplemented with the following:
(******)
Plant material shall be free from disfiguring knots, swollen grafts, sunscald injuries, bark abrasions,
evidence of improper pruning or other objectionable disfigurement.
Potted and container stock shall be well rooted and vigorous enough to ensure survival and healthy
growth. Shrubs shall have full foliage (not leggy). Container stock shall be grown in its delivery
container for not less than six (6) months, but not for more than two (2) years. Root bound or broken
containers will not be accepted. Bare root, liner and root stock with dried or shriveled roots from
exposure will not be accepted.
Trees will be provided with untapped, straight, single leaders, except for multiple stem (clump) trees.
Trees shall have full crowns and balanced branching.
Measurements, caliper, branching, grading, quality, balling and burlapping shall follow the Code of
Standards of the American Associate of Nurserymen in the American Standard for Nursery Stock, ANSI
260.1, latest edition. Measurements shall be taken with all branches in their normal growing position.
Plants shall not be pruned prior to delivery to site.
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24. Special Provisions 215
9-14.7(3) Handling and Shipping
Section 9-14.7(3) is supplemented with the following:
(******)
All plant material shall be transported to planting locations with care to prevent damage. Tie back
branches as necessary, and protect bark from chafing with burlap bags. Do not drag plant materials
along ground without proper protection of roots and branches. Protect rootballs from environmental
or mechanical damage and water as necessary to keep roots moist.
9-14.9 Root Barrier
Add the following new section:
(******)
Root Barrier shall be Deep Root Tree Barrier, UB 24-2 Linear Barrier, or approved equal.
9-15 IRRIGATION SYSTEM
9-15.1 Pipe Tube and Fittings
Section 9-15.1 is supplemented with the following:
(******)
All pipe and tubing shall be PVC or approved equal. All fittings shall be Sch 80 PVC. All sleeving shall
be Sch 40 PVC.
9-15.1(2) Polyvinyl Pipe and Fittings
Section 9-15.1(12) is supplemented with the following:
(******)
PVC pipe shall be Schedule 40 PVC pipe for the main, laterals and sleeves.
9-15.3 Automatic Controller
Section 9-15.3 is supplemented with the following:
(******)
Automatic controllers shall be as shown on the Plans, Supply and install in cabinets, including
foundation.
9-15.4 Irrigation Heads
Section 9-15.4 is supplemented with the following:
(******)
Sprinkler heads shall be designed so that either an adjustment screw or interchangeable nozzles can
make spray adjustments. Watering cores shall be precision machined for accurate performances and
shall be easily removed without removing the housing from the pipe. All turn heads shall be designed
with turf flanges having 2 gripping holes to facilitate removal of the head.
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24. Special Provisions 216
9-15.5 Valve Boxes
Section 9-15.5 is supplemented with the following:
(******)
Valve boxes for quick coupler shall be light duty HDPE with UV inhibitors, 10” diameter flared box with
bolt down cover.
Valve boxes for control valves shall be grey flared box, HDPE construction with UV inhibitors, heavy
duty seat collar, drop in locking, 17’L x 24” D x 12” W with green HDPE drop in locking lid.
Valve boxes for Double Check Valve Assembly shall be grey heavy duty polymer concrete, top
dimensions 25”L x 15-16”W and 24” D designed to withstand H-10 and H-20 loading in incidental and
non-deliberate traffic areas. Valve box must be compliant with AASHTO H-10 Design Load; ASTM C
857-95 Design Load of A-8, 8,000lbs. Box shall be alkaline, acid and weather resistant, with flush
locking polymer concrete cover. Verify size to fit Double Check Valve Assembly.
All automatic control valves, flow control valves, and pressure reducing valves shall be provided with
valve boxes. Valve boxes shall be sized as appropriate to allow efficient access to components and
approved by the Engineer prior to installation. Valve boxes shall be extendable to obtain the depth
required. All manual drain valves and manual control valves shall be equipped with a protective sleeve
and cap as shown in the Standard Plans.
9-15.17 Electrical Wire and Splices
Section 9-15.17 is supplemented with the following:
(******)
Electrical Wire shall be #14 UF wire. Utilize splice kits which are UL listed And CSA Certified for direct
bury and submersion applications.
9-23 CONCRETE CURING MATERIALS AND ADMIXTURES
9-23.9 Fly Ash (RC)
Section 9-23.9 is revised as follows:
(******)
Fly ash shall not be used around water lines.
9-30 WATER DISTRIBUTION MATERIALS
9-30.1 Pipe
Section 9-30.1 is revised as follows:
(******)
All materials for water distribution and transmission shall be new and undamaged. Prior to ordering
any pipe and fittings to be used in a potable water supply, the Contractor shall submit the material
source as required by Section 1-06.1 of the Standard Specifications. All direct and indirect drinking
water system components which come in contact with potable water shall have National Sanitation
Foundation (NSF) certification. All pipe and fittings shall be clearly marked with the manufacturer’s
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24. Special Provisions 217
name, type, class, and thickness as applicable and shall be marked on the component at the place of
manufacture. Marking shall be legible and permanent under normal conditions of handling and
storage.
9-30.1(1) Ductile Iron Pipe
Section 9-30.1(1) is revised to read as follows:
(******)
1. Ductile iron pipe shall be centrifugally cast in 18 or 20 foot nominal lengths and meet the
requirements of AWWA C151. Ductile iron pipe shall have a double thick cement mortar lining
and a 1-mil thick seal coat meeting the requirements of AWWA C104. Ductile iron pipe shall
be minimum Standard Thickness Class 52 or the thickness class as shown in the Plans. Flanged
ductile iron pipe shall be Class 53 per AWWA C115.
2. Non-restrained joint shall be rubber gasket, push-on type joint (Tyton) or mechanical joint
(M.J.) conforming to AWWA C111, unless otherwise specified.
3. Restrained joints shall be as specified in Section 9-30.2(6).
4. Flanged joints shall conform to ANSI B16.1, class 125 drilling pattern, rated for 250 psi working
pressure. Flanged ductile iron pipe shall be Class 53 per AWWA C 115. Thicker Classes are
acceptable.
The Contractor shall furnish certification from the manufacturer of the pipe and gasket being supplied
that the inspection and all of the specified tests have been made and the results thereof comply with
the requirements of the above referenced standards.
9-30.1(2) Polyethylene Encasement
Section 9-30.1(2) is revised as follows:
(******)
Polyethylene encasement (plastic film wrap) shall be eight mil polyethylene, tube type conforming to
AWWA C105. All ductile iron pipes and fittings shall be installed with a polyethylene encasement,
tube-type and in black color.
9-30.2 Fittings
9-30.2(1) Ductile Iron Pipe
Section 9-30.2(1) is revised as follows:
(******)
Fittings for ductile iron pipe shall be ductile iron conforming to AWWA C110, and AWWA C111 or
AWWA C153 and shall be cement-lined conforming to AWWA C104. All water main fittings shall be
ductile iron, short body, cement lined and for pressure rating of 350 psi for mechanical joint fittings
and 250 psi for flange joint fittings, unless otherwise specified. Metal thickness and manufacturing
process shall conform to applicable portions of ANSI/AWWA C110/A21.10. Mechanical joint, ductile
iron, compact fittings 24 inches and less shall conform to ANSI A21.53 (AWWA C153). Flanged fittings,
cast or ductile iron, shall conform to ANSI B16.1, class 125 drilling pattern.
Ductile iron fittings include: tees, crosses, wyes, bends, adapters, sleeves, plugs, caps, offsets,
reducers, and ells.
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24. Special Provisions 218
Rubber gaskets for push-on joints (Tyton) or mechanical joint (M.J.) shall conform to ANSI A21.11 /
AWWA C111. Gasket materials for flange joints shall be neoprene, Buna N, chlorinated butyl, or cloth-
inserted rubber suitable for pressurized water service purposes. Type of connections shall be
specified as push-on joint (Tyton), mechanical joint (M.J.), plain end (P.E.), flanged (FL), restrained
joint (RJ) and threaded.
Sleeves less than 12 inches in diameter shall be 12 inches minimum length and shall be mechanical
joint. Sleeves greater than 12 inches in diameter shall be of the long body type and shall be 15 inches
minimum length and shall be mechanical joint.
Where ductile iron pipe is to be joined to existing cast iron pipe of the same nominal size and the
outside diameter of the existing cast iron pipe is 0.05 inches or less from the outside diameter of the
ductile iron pipe being joined, the pipe shall be joined with a mechanical joint sleeve.
Where ductile iron pipe is to be joined to existing cast iron pipe of the same nominal size and the
outside diameter of the existing cast iron pipe conforms to AWWA 1908 classifications A, B, C, D, or
F, the pipe shall be joined with a transition mechanical joint sleeve having a single-piece casting.
Threaded pipe and flanges combinations shall not be used.
Bolts and nuts for all fittings and valves with mechanical-joint end(s) shall be Cor-ten (low alloy steel)
conforming to ANSI/AWWA C110/A21.10 or stainless steel. Bolts and nuts for all pipe, fittings, and
valves with flanged end(s) shall be stainless steel and shall conform in size and length with
ANSI/AWWA C111/A21.11. Stainless steel bolts shall meet the requirements of ASTM F593, Group 2.
Shackle rods shall be Cor-ten or stainless steel all thread 316SS. Stainless steel nuts and bolts shall be
type 316SS.
Contractor shall provide Manufacturer’s Certificate of Compliance in accordance with Section 1-06.3
Manufacturer’s Certificate of Compliance of the Standards Specifications for all fittings and bolts to
be used.
9-30.2(2) Galvanized Iron Pipe
Section 9-30.2(2) is a new section:
(******)
Where galvanized iron pipe is specified, the pipe shall be standard weight, Schedule 40, steel pipe per
Standard Specifications for black and hot-dipped, zinc coated (galvanized) welded and seamless steel
pipe for ordinary uses (ASTM A-120). Fittings shall be screwed malleable iron galvanized per ANSI
B16.3.
9-30.2(3) Steel Casing Pipe
Section 9-30.2(3) is a new section:
(******)
Steel casing shall be black steel pipe conforming to ASTM A 53. Before installation, coat casing exterior
with shop-applied anticorrosive coating conforming to AWWA C210. Minimum coating thickness shall
be 16 mils dry film thickness (DFT); however, thickness shall not exceed manufacturer’s recommended
thickness. Coating type shall be a polyamide epoxy-coal tar equal to Tnemec Hi-Build Theme-Tar,
Series 46H-413.
Casing wall thickness shall be 0.250 inch for casings 24 inches or less in diameter and 0.375 inch for
casings over 24 inches in diameter.
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24. Special Provisions 219
Carrier pipe for water main shall be Restrained Joint Ductile Iron, Class 52.
9-30.2(4)C Spacers and Seals for Steel Casing Pipe
Section 9-30.2(4)C is a new section:
(******)
Casing spacers shall be “centered positioning” type bands at least 12 inch in width, and shall be either
stainless steel or heavy duty fusion bonded epoxy coated steel. Runners shall be 2-inch wide glass
reinforced plastic securely bonded to the spacer, and shall be aligned on the spacer along the axis of
insertion of the water main into the casing pipe. Runner length shall approximate the width of the
spacer. Securing the spacer to the water main shall be in accordance with the manufacturer’s
instruction. The height of the risers and runners combined shall be sufficient to keep the carrier pipe
bell, couplings or fittings at least 0.75 inch from the casing pipe wall at all times and provide at least
1-inch clearance between the runners and the top of the casing wall, to prevent jamming during
installation.
Acceptable spacers and end seals manufacturers are Pipeline Seal and Insulator model S12G-2 for
stainless steel and model C12G-2, C8G-2 for fusion-bonded and coated steel, Cascade Waterworks
Mfg. Co., Advance Products & Systems, Inc. or approved equal.
9-30.2(6) Restrained Joint Fittings and Valves
Section 9-30.2(6), with title change, is revised as follows:
(******)
All ductile iron fittings with mechanical-joint end(s) and all valves with mechanical-joint
end(s) shall have restraint follower gland(s) with multiple gripping wedges meeting the
requirements of ANSI/AWWA C111/A21.11 or ANSI/AWWA C110/A21.10.
Wedge restraint glands shall conform to AWWA C111, ASTM A 536-80 Grade 65-42-12. All bolts and
wedges shall be ductile iron. Wedge shall be heat-treated to a minimum 370 BHN. Wedge restraint
glands shall be rated for 350 psi for pipe 12 inch in diameter and smaller.
9-30.2(7) Bolted, Sleeve-Type Couplings for Plain End Pipe
Section 9-30.2(7) is revised as follows:
(******)
Transition couplings, reducing couplings, transition reducing couplings, sleeves, flexible couplings for
water main shall be compression type by pipe manufacturer: Romac or Ford or approved equal. Bolts
and nuts shall be high strength, low alloy steel, corrosion resistant per AWWA C111. Stainless steel
bolts require anti-seize compound. Heavy hex nuts shall be used.
The long body pattern with a minimum center ring or center sleeve length of 12-inches for pipe less
than 12 inches in diameter and equal to or greater than the pipe diameter for pipe greater than 12
inches in diameter. Solid sleeves (greater than 12 inch diameter) shall be a 15 inch minimum length.
9-30.3 Valves
Section 9-30.3 is supplemented as follows:
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24. Special Provisions 220
(******)
Valves shall be a standard pattern of a manufacturer whose products are approved by the Engineer
and shall have the name or mark of the manufacturer, year valve casting was made, size and working
pressure plainly cast in raided and legible letters on the valve body. All valves shall be NSF approved
and valve bodies shall be ductile iron. All valves shall be stamped with “NSF APPROVED” and “DI”.
Where a valve is required to operate in a higher pressure environment than the Class of valve specified
in Section 9-30.3, the class of valve shall be as specified in the Contract.
All bolts on the body of valves shall be stainless steel.
9-30.3(1) Gate Valves (3 to 16 inches)
Section 9-30.3(1) is supplemented as follows:
(******)
All valve material shall be new and undamaged. Unless otherwise approved by the Engineer, the same
manufacturer of each item shall be used throughout the work.
All gate valves shall be ductile iron body, bronze mounted, resilient seat, non-rising stem, and shall be
equipped with a standard two (2) inch square operating nut and O-ring stem seals. Valves shall open
counterclockwise when viewed from above. Valves shall be designed for a minimum water operating
pressure of 200 psi.
Resilient seated gate valves shall be manufactured to meet or exceed the requirements of AWWA C509
and C515 latest revisions. All exterior valve body bolting shall be Type 304 stainless steel and shall be
provided with hexagonal heads with dimensions to conform with ANSI B18.2.1.
Valve ends shall be mechanical joints, flanged joints or mechanical by flanged joints as shown on the
project plans. Where restrained joints are called out, valve ends shall be flanged with appropriate
flange by restrained joint adapters.
All gate valves shall include an 8" x 24" cast iron gate valve box and extensions, as required. A valve
stem extension is required where the valve operating nut is more than 3 feet below finished grade.
Valve stem extensions are to be a minimum of 1 foot with only one extension per valve in shall be
installed in accordance to the City of Renton standard plans.
Acceptable gate valves are Clow, M & H/Kennedy, American Flow Control (ACIPCo), Pratt/Mueller, US
Metroseal or approved equal in sizes 16 inches and less.
Approval of valves other than models specified shall be obtained prior to bid opening.
9-30.3(3) Butterfly Valves
Section 9-30.3(3) is supplemented as follows:
(******)
The valve shall be short-body type and shall have flanged ends. Flanged ends shall be sized and drilled
in conformance with ANSI B16.1 Class 125. Valve shall be suitable for direct bury and shall have a stem
extension with AWWA 2-inch square operating nut and suitable valve box. All butterfly valves bodies
and discs shall be ductile iron.
12/17/2020
24. Special Provisions 221
The butterfly valves shall be manufactured by Henry Pratt Company, Mueller, DeZurick, Mosser Valve
Division of Olsen Technologies, Dresser 450, Pratt Groundhog or approved equal.
9-30.3(4) Valve Boxes
Section 9-30.3(4) is revised as follows:
(******)
Valve boxes shall be installed on all buried valves. The box and lid shall be cast iron, 2-piece slip type
with cast iron extension as necessary, conforming to the City of Renton latest standard plans. The cover
shall have the word “WATER” cast in it and shall have cast-iron “ears” installed in the direction of the
main. Valve box extension pieces shall be provided for valves with groundcover in excess of the depth
of the standard valve box.
Acceptable manufacturers of valves boxes and covers are Olympic Foundry, Inc., EJCO, Rich (Varnish
Casting Corp.)
The Contractor shall provide an affidavit of compliance stating that the valve furnished fully complies
with AWWA C504.
9-30.3(5) Valve Marker Posts
Section 9-30.3(5) is revised as follows:
(******)
Valve markers shall be Carsonite composite utility marker 0.375"x 6'-0", or approved equal, with blue
label "water”. The valve markers shall be installed in conformance with the City of Renton Standard
Plans.
9-30.3(6) Valve Stem Extensions
Section 9-30.3(6) is revised as follows:
(******)
Valve stem extensions shall have a 2-inch square operating nut and self-centering rockplate. A valve
stem extension is required where the valve operating nut is more than 3 feet below finished grade.
Valve stem extensions are to be a minimum of 1 foot with only one extension per valve in shall be
installed in accordance to the City of Renton standard plans.
9-30.3(7) Combination Air Release/Air Vacuum Valves
Section 9-30.3(7) is supplemented as follows:
(******)
Combination air release/air vacuum valves shall comply with the requirements of ANSI/AWWA C512.
Air and vacuum release valves shall be APCO No. 143C- Valve and Primer Corp, "Heavy-Duty,"
combination air release valve, Val-Matic No. 201C, Crispin UL10 or approved equal. Installation shall
be per the City of Renton Standard Plans, latest revision. Piping and fitting shall be copper or brass.
Location of the air release valve as show on the plans is approximate. The installation shall be set at
12/17/2020
24. Special Provisions 222
the actual high point of the line.
9-30.3(8) Tapping Sleeve and Valve Assembly
Section 9-30.3(8) is supplemented as follows:
(******)
Tapping sleeves shall be cast iron, ductile iron, or epoxy coated steel. Bolt and nuts shall be Cor-Ten or
stainless steel.
9-30.3(9) Blow-Off Assembly
Section 9-30.3(9) is a new section:
Installation of blow-off assembly shall be per City of Renton Standard Details, latest revision. Pipe and
fittings shall be galvanized. Blow-off assembly shall be installed at location(s) shown on the plans.
Temporary blow-off assembly on new dead-end water main shall be installed at location shown on the
plans.
Temporary blow-off assemblies for testing and flushing of the new water mains will not be included
under this item and shall be considered incidental to the contract and no additional payment shall be
made.
9-30.5 Hydrants
Section 9-30.5 is revised as follows:
(******)
Fire hydrants shall conform to AWWA C502 and shall be of standard manufacture and of a pattern
approved by the City of Renton. The name or mark of the manufacturer, size of the valve opening and
year made shall be plainly cast in raised letters on the hydrant barrel to be visible after the hydrant is
installed.
Hydrants of the following manufacture and pattern have been approved by the City of Renton.
Clow Medallion, M&H 929, Mueller Centurion Model A-423, Waterous Pacer, American Darling Model
B-62B, Kennedy K81D Guardian, East Jordan WaterMaster 5CD250.
9-30.5(1) End Connections
Section 9-30.5(1) is revised as follows:
(******)
Hydrant end connections shall be mechanical joint connection unless otherwise specified in the
description of the bid of proposal.
9-30.5(2) Hydrant Dimensions
Section 9-30.5(2) is revised as follows:
(******)
12/17/2020
24. Special Provisions 223
Fire hydrants shall have a main valve opening with minimum diameter of 5-1/4 inches, “O” ring stem
seal, two 2-1/2-inch National Standard Thread (N.S.T.) hose nozzle connections, one 4-inch pumper
port connection with City of Seattle standard threads and with a 4.875” Seattle thread x 5” Storz
adapter attached with a 1/8” stainless steel cable. The shoe connection and hydrant connection inside
pipe size and auxiliary gate valve shall be 6 inches, mechanical joint with lugs. The operating nut and
port cap nuts are 1-1/4-inch pentagonal.
The hydrant curb stand section of the hydrant that is above ground including all exposed surfaces of
the breakaway flange shall be painted with 2 field coats of paint Kelly-Moore Luxlite or approved equal
in Safety Yellow color.
Fire hydrants shall be installed per City of Renton Standard Details for fire hydrants, latest revisions.
9-30.5(4) Hydrant Restraints
Section 9-30.5(5) is revised as follows:
(******)
Hydrant restraint system shall be two 3/4-inch diameter Cor-Ten steel shackle rods with a poured in
place concrete thrust block behind the hydrant shoe. If a wedge restraint system is used in lieu of
shackle rods, mechanical joint pipe shall be used. Hydrants shall be provided with a breakaway flange
assembly and be equipped with breaking devices at the sidewalk.
9-30.6 Water Service Connections (2 inches and Smaller)
9-30.6(3) Service Pipes
9-30.6(3)B Polyethylene Pipe
Section 9-30.6(3)B is revised as follows:
(******)
Polyethylene pipe shall not be used.
9-30.6(3)C PEX-a Tubing
Section 9-30.6(3)C is revised as follows:
(******)
PEX-a tubing shall not be used.
9-30.6(4) Service Fittings
Section 9-30.6(4) is revised as follows:
(******)
Fittings used for copper tubing shall be compression type with gripper ring.
12/17/2020
24. Special Provisions 224
9-30.6(5) Meter Setters
Section 9-30.6(5) is supplemented as follows:
(******)
Meter setters shall be installed per the City of Renton Standard Details for water meters, latest
revision.
9-30.6(7) Meter Boxes
Section 9-30.6(7) has been supplemented as follows:
(******)
Meter boxes shall be installed per the City of Renton Standard Details for water meters, latest revision.
NOTES:
1.NO STEPS ARE REQUIRED WHEN HEIGHT IS 4' OR LESS.
2.THE BOTTOM OF THE PRECAST CATCH BASIN MAY BE
SLOPED TO FACILITATE CLEANING.
3.THE RECTANGULAR FRAME AND GRATE MUST BE
INSTALLED WITH THE FLANGE DOWN. THE FRAME MAY BE
CAST INTO THE ADJUSTMENT SECTION.
4.KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2"
MINIMUM TO 2.5" MAXIMUM. PROVIDE A 1.5" MINIMUM GAP
BETWEEN THE KNOCKOUT WALL AND THE OUTSIDE OF THE
PIPE. AFTER THE PIPE IS INSTALLED, FILL THE GAP WITH
JOINT MORTAR IN ACCORDANCE WITH STANDARD
SPECIFICATION 9-04.3.
5.ALL GRADE RINGS, RISERS, AND CASTINGS SHALL BE SET
IN MORTAR IN ACCORDANCE WITH STANDARD
SPECIFICATION 9-04.3.
6.WHEN CONNECTING TO A NEW PIPE, USE A FLEXIBLE
CONNECTOR (KOR-N-SEAL BOOT WITH CORRUGATED PIPE
ADAPTER OR APPROVED EQUAL). WHEN CONNECTING TO
AN EXISTING PIPE, USE A FABRICATED SAND COLLAR OF
THE SAME MATERIAL AS THE CONNECTING PIPE.
7.MORTAR SHALL BE MIXED AND APPLIED PER
MANUFACTURER'S DIRECTIONS.
8.FRAME SHALL BE ADJUSTED TO PAVEMENT GRADE BY
TAPPING UNTIL FRAME IS FLUSH WITH PAVEMENT AS
DETERMINED WITH A STRAIGHT EDGE OF SUFFICIENT
LENGTH.
9.ALL MORTAR JOINTS SHALL BE TRIMMED FLUSH AND
REMAIN VISIBLE UPON COMPLETION.
CATCH BASIN FRAME AND VANED
GRATE PER STD. PLAN 204.00
RECTANGULAR OR CIRCULAR ADJUSTMENT
SECTION (TWO SECTIONS MAX.)
MORTAR, (TYP.), SEE NOTE 5
FLAT SLAB TOP
SEE NOTE 6, TYP.
REINFORCING STEEL, (TYP.)
GRAVEL BACKFILL FOR PIPE ZONE
BEDDING PER WSDOT STD.
SPECIFICATION SECTION 9-03.12(3)
INTEGRAL BASE
PRECAST WITH RISER
STEPS OR
LADDER
4" MIN.
16" MAX.28" MAX.
48", 54", 60", 72", 84",
96", 120" OR 144"
12" (TYP.)
24"
MIN.12" MAX.
1" MIN.
2.5" MAX.
12"
6"
15' MAX. FOR
MAINTENANCE
SEPARATE BASE
PRECAST
O" RING
12"
6"
CATCH BASIN DIMENSIONS
CATCH BASIN
DIAMETER
MIN. WALL
THICKNESS
MIN. BASE
THICKNESS
MAXIMUM
KNOCKOUT SIZE
MINIMUM
DISTANCE
BETWEEN
KNOCKOUTS
48"4"6"36"8"
54"4.5"8"42"8"
60"5"8"48"8"
72"6"8"60"12"
84"8"12"72"12"
96"8"12"84"12"
120"10"12"96"12"
144"12"12"108"12"
PIPE ALLOWANCES
CATCH BASIN
DIAMETER
PIPE MATERIAL WITH MAXIMUM INSIDE DIAMETER
CONCRETE ALL METAL CPSSP 1 SOLID WALL
PVC 2
PROFILE WALL
PVC 3
48"24"30"24"30"30"
54"30"36"30"36"36"
60"36"42"36"42"42"
72"42"54"42"48"48"
84"54"60"54"48"48"
96"60"72"60"48"48"
120"66"84"60"48"48"
144"78"96"60"48"48"
1CORRUGATED POLYETHYLENE STORM SEWER PIPE (STD. SPEC. 9-05.20)
2 STD. SPEC. 9-05.12(1)
3 STD. SPEC. 9-05.12(2)
CATCH BASIN TYPE 2
STD. PLAN - 201.00
PUBLIC WORKS
DEPARTMENT
APPROVED:
DATEGreggZimmerman
Public Works Administrator
UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS)
DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878
9/28/2018 | 9:45 AM PDT
WHEN CONNECTING A NEW PIPE, USE A FLEXIBLE CONNECTOR(KOR-N-SEAL BOOT OR APPROVED EQUAL). USE CORRUGATEDPIPE ADAPTER AS REQUIRED. WHEN CONNECTING TO ANEXISTING PIPE, USE A FABRICATED SAND COLLAR OF THESAME MATERIAL AS THE CONNECTING PIPE.
NOTES:
1.FRAME AND GRATE SHALL BE LOCKING AND GRATE SHALL BE BOLTED TO FRAME. FRAME SHALL CONFORM TO WSDOT STANDARD PLAN
B-30.10-01. GRATE TO BE DUCTILE IRON BEEHIVE GRATE FITTING 20"x24" FRAME. OLYMPIC FOUNDRY PART SM60BH OR EQUAL. SEE
STANDARD SPECIFICATIONS 9-05.15(2).
2.MINIMUM STREAMBED COBBLE DIAMETER SHALL BE LARGER THAN MAXIMUM GRATE OPENING.
3.ALL GRADE RINGS AND CASTINGS SHALL BE SET IN MORTAR IN ACCORDANCE WITH STANDARD SPECIFICATION 9-04.3. THEN APPLY
MORTAR TO INSIDE AND OUTSIDE OF ALL JOINTS, RINGS, RISERS, AND FRAMES.
4.WHEN CONNECTING TO A NEW PIPE, USE A FLEXIBLE CONNECTOR (KOR-N-SEAL BOOT WITH CORRUGATED PIPE ADAPTER OR APPROVED
EQUAL). WHEN CONNECTING TO AN EXISTING PIPE, USE A FABRICATED SAND COLLAR OF THE SAME MATERIAL AS THE CONNECTING PIPE.
6" MIN.
CAST IRON BEEHIVE GRATE
AND FRAME, SEE NOTE 1
CATCH BASIN TYPE 1 PER
STD. PLAN 200.00 OR OTHER
STRUCTURE WITH APPROVAL
CATCH BASIN ADJUSTMENT SECTION AS
REQUIRED, DESIGNER TO SPECIFY ELEVATION
12" MIN. SUMP
6" MIN.
6" MIN.
VARIES, 5' MAX.
CONCRETE BASE
DESIGN PONDING
ELEVATION
GRAVEL BACKFILL FOR DRAINS,
COMPACT PER WSDOT STD. SPEC . 9-03.12(4)
STORM DRAIN PIPE,
DESIGNER TO SPECIFY
SEE NOTE 4 (TYP.)
UNDERDRAIN PIPE, IF REQUIRED,
SEE STD. PLAN 262.10
OPTIONAL 6" OR 8" STREAMBED COBBLES,
PER WSDOT 9-03.11(2), SEE NOTE 2
SEE NOTE 3
GENERAL NOTES:
1.PLANT SPACING WITHIN FACILITY TO ALLOW MAINTENANCE ACCESS TO STRUCTURE.
2.12-INCH MIN. CLEARANCE WITHIN OVERFLOW STRUCTURE SHALL BE PROVIDED FOR MAINTENANCE ACCESS.
3.OVERFLOW PIPES MUST BE LOCATED AT AN ELEVATION HIGHER THAN THE STORM DRAIN HYDRAULIC GRADE LINE TO PREVENT BACKFLOW
INTO THE BIORETENTION FACILITY.
4.OVERFLOW STRUCTURE SHALL BE LOCATED WITHIN 10 FEET OF ROAD EDGE FOR MAINTENANCE ACCESS, UNLESS APPROVED OTHERWISE.
OVERFLOW STRUCTURE MAY BE LOCATED IN SIDE SLOPES.
5.SEE CONSTRUCTION PLANS FOR SPECIFIC PROJECT REQUIREMENTS.
BIORETENTION - OVERFLOW OUTLET
STRUCTURE
STD. PLAN - 262.40
PUBLIC WORKS
DEPARTMENT
APPROVED:
DATEGreggZimmerman
Public Works Administrator
UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS)
DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878
9/28/2018 | 9:45 AM PDT
WHEN CONNECTING A NEW PIPE, USE A FLEXIBLE CONNECTOR (KOR-N-SEAL BOOT OR APPROVED EQUAL). USE CORRUGATED PIPE ADAPTER ASREQUIRED. WHEN CONNECTING TO AN EXISTING PIPE, USE A FABRICATED SAND COLLAR OF THE SAME MATERIAL AS THE CONNECTING PIPE.