HomeMy WebLinkAboutBid SpecificationsGeneral Bid Information: Builders Exchange of Washington, Inc.
(425) 258-1303
City Contact: William Adams
(206) 775-6862
Award Amount: ________________
Award Date: ________________
Award To: ________________
________________
________________
Contract No.: CAG-21-184
2021 RUNWAY PCC PANEL REPAIR PROJECT
Contract Provisions
Prepared by:
Public Works Department
Airport Division
Renton Municipal Airport
616 W Perimeter Rd Unit A
Renton, Washington 98057
Volume 1 of 1
Project No.: AIR-21-001
Public Works Department
Airport Division
Approved for Bid
_______________________ _________
City of Renton Date:
Approved for Construction
_______________________ _________
City of Renton Date:
CITY OF RENTON
RENTON, WASHINGTON
Contract Provisions
for the
2021 RUNWAY PCC PANEL REPAIR
Airport Project Number: AIR-21-001
City Contract Number: CAG-21-184
AUGUST 2021
Renton Municipal Airport
616 W Perimeter Rd Unit A
Renton, WA 98057
2021 Runway PCC Panel Repair Project Table of Contents
AIR-21-001 Page 1 of 1 2021
CITY OF RENTON
2021 Runway PCC Panel Repair Project
Table of Contents
VOLUME I
I. CALL FOR BIDS
II. INFORMATION FOR BIDDERS
1. INFORMATION AND CHECKLIST FOR BIDDERS
2. SUMMARY OF FAIR PRACTICES POLICY, CITY OF RENTON
3. SUMMARY OF AMERICANS WITH DISABILITIES ACT POLICY, CITY OF RENTON
III. PROJECT PROPOSAL
1. * PROJECT PROPOSAL COVER SHEET
2. * PROPOSAL
3. * SCHEDULE OF PRICES
4. * NON-COLLUSION DECLARATION
5. * LOCAL AGENCY SUBCONTRACTOR LIST
6. * PROPOSAL FOR INCORPORATING RECYCLED MATERIALS INTO THE PROJECT
7. * CONTRACTOR CERTIFICATION, WAGE LAW COMPLIANCE – RESPONSIBILITY
CRITERIA, WASHINGTON STATE PUBLIC WORKS CONTRACTS
8. * PROPOSAL SIGNATURE PAGE
9. * PROPOSAL BID BOND
IV. AGREEMENT FORMS
1. AGREEMENT
2. CONTRACT BOND TO THE CITY OF RENTON
3. FAIR PRACTICES POLICY AFFIDAVIT OF COMPLIANCE
* Submit as part of the bid.
Submit within 10 days after Notice of Award.
VI. CONTRACT SPECIFICATIONS
1. AMENDMENTS TO THE STANDARD SPECIFICATIONS
2. TECHNICAL SPECIFICATIONS
APPENDICES
A – PREVAILING HOURLY MINIMUM WAGE RATES
VOLUME II - PLANS
City of Renton
Contract Provisions for
2021 Runway PCC Panel Repair Project
______________________________________________________________________________
I. CALL FOR BIDS
CAG-21-184
2021 Runway PCC Panel Repair Project Call for Bids
AIR-21-001 2021
202CITY OF RENTON
CALL FOR BIDS
2021 Runway PCC Panel Repair Project
Sealed bids will be received until 2:00 p.m., Monday, August 23, 2021, at the lobby of Renton City Hall,
1055 South Grady Way, Renton WA 98057. Sealed bids will be opened and publicly read via the Zoom
video-conferencing web application at 3:00 p.m., Monday, August 23, 2021 (60 minutes after published
bid submittal time). Any bids received after the published bid submittal time cannot be considered and
will not be accepted.
• Please include bidder’s name, address, and the name of the project on the envelope.
• The bid opening meeting can be accessed via videoconference by:
• Clicking this link to join the Zoom meeting:
• https://us02web.zoom.us/j/82387689189?pwd=V1dsKzRSUWFGdXJOMEQycGFjdGJCZz09
• Using the Zoom app: Meeting ID: 823 8768 9189; Passcode: 226462
• Via telephone by dialing: 253-215-8782, followed by 82387689189# ... 0# … 2264623#.
• Zoom is free to use and is available at https://zoom.us/.
The improvement for which bids will be received is described below:
• 500 SY of PCC pavement removal. The existing concrete is comprised of 2 lifts of PCC pavement.
The top lift will be removed without damaging the lower lift of PCC pavement.
• Dowel/bond breaker installation; Joint sealing; Grooving
• Placement and maintenance of provided closure lighted X’s.
• Place temporary airport markings during the curing process
A total of 5 working days is allowed for completion of the project. The work must be completed in the
month of September or October of 2021 and also must straddle 2 weekend days to minimize the Airport
closure duration.
The City reserves the right to reject any and/or all bids and to waive any and/or all informalities. Bid
documents will be available Monday, August 2, 2021.
Approved plans, specifications, addenda, and plan holders list for this project are available on-line through
Builders Exchange of Washington, Inc., at http://www.bxwa.com. Click on bxwa.com; Posted Projects;
Public Works; City of Renton; Projects Bidding. (Note: Bidders are encouraged to Register as a Bidder, in
order to receive automatic email notification of future addenda and to be placed on the Bidders List). Bid
Documents will also be available at http://rentonwa.gov/bids/ under “Call for Bids.”
The City of Renton in accordance with Title VI of the Civil Rights Act of 1964, 78 Stat. 252, 42 U.S.C. 2000d
to 2000d-4 and Title 49, Code of Federal Regulations, Department of Transportation, Subtitle A, Office of
the Secretary, Part 21, Nondiscrimination in Federally-Assisted programs of the Department of
Transportation issued pursuant to such Act, hereby notifies all bidders that it will affirmatively ensure that
in any contract entered into pursuant to this advertisement, disadvantaged business enterprises as
defined at 49 CFR Part 26 will be afforded full opportunity to submit bids in response to this invitation and
will not be discriminated against on the grounds of race, color, national origin, or sex in consideration for
an award.
CAG-21-184
2021 Runway PCC Panel Repair Project Call for Bids
AIR-21-001 2021
Women and Minority Business Enterprises (WMBE) are encouraged to bid.
Questions about the project shall be addressed to: William Adams, Public Works Department, at 206-775-
6862 or wadams@rentonwa.gov.
A certified check or bid bond in the amount of five percent (5%) of the total of each bid must accompany
each bid.
The City’s Fair Practices, Non-Discrimination, and Amaericans with Disabilities Act Policies shall apply.
Jason A. Seth, City Clerk
Published: Daily Journal of Commerce August 2, 2021 and August 9, 2021
City of Renton
Contract Provisions for
2021 Runway PCC Panel Repair Project
______________________________________________________________________________
II. INFORMATION AND CHECKLIST FOR BIDDERS
2021 Runway PCC Panel Repair Project Information and Checklist for Bidders
AIR-21-001 Page 1 of 3 2021
INFORMATION AND CHECKLIST FOR BIDDERS
The following supplements the information in the Call for Bids:
1. Special Project Information. The Contract Documents, including Standard Specifications, and
all applicable laws and regulations apply to this project. The following items particular to this
project are repeated here for emphasis:
a. Prevailing Wages. This project does not include federal funding. Therefore, only State
Prevailing Wages must be paid on this project. The Prevailing Wages in effect at time
of Advertisement are provided in Appendix B. It is the Bidder’s responsibility to obtain
wage information for any work classifications that are not included.
b. Map of Project Locations, Summary of Quantities and Channelization. Appendix A
includes a Map of Project Locations, a summary of quantities for each street included in
the scope of work and a summary of channelization requirements for each street included
in the scope of work. If there is a conflict in quantities between these summaries and the
Schedule of Prices, the Schedule of Prices shall govern.
2. Any prospective Bidder desiring an explanation or interpretation of the Bid Documents, shall
request the explanation or interpretation in writing by the close of business five (5) business
days preceding the bid opening to allow a written reply to reach all prospective Bidders
before the submission of their Bids. Oral explanations, interpretations, or instructions given
by anyone before the Award of Contract will not be binding on the City of Renton.
3. If a bidder has any questions regarding the project, the bidder may either:
• Submit questions in writing to Renton Municipal Airport – 616 W Perimeter Rd Unit A
Renton, WA 98057, Attn: William Adams, or
• Submit questions via e-mail: mailto: wadams@rentonwa.gov. Put “2021 Runway PCC
Panel Repair Project” in the subject line
No other type of inquiry will be accepted.
4. All bids must be self-explanatory. Partial bids will not be accepted. No opportunity will be
offered for oral explanation except as the City of Renton may request further information on
particular points. The bidder shall, upon request, furnish information to the City of Renton
as to their financial and practical ability to satisfactorily perform the work.
5. The construction contract will be awarded by the City of Renton to the lowest responsible,
responsive bidder. The total bid amount of all schedules combined will be used to
determine the low bidder.
6. The City of Renton reserves the right to reject any and all bids or waive any and/or all
informalities.
2021 Runway PCC Panel Repair Project Information and Checklist for Bidders
AIR-21-001 Page 2 of 3 2021
7. Payment for this work will be made in cash warrants.
8. Bidders are not required to be in possession of a current City of Renton business license in
order to bid on City projects. However, Contractors and all subcontractors of all tiers must
be in possession of a current City business license while conducting work in the City.
9. Bidding Checklist
Each bid must be submitted in a sealed envelope bearing on the outside the name and
address of the Bidder, and the name and number of the project for which the bid is submitted.
It is the responsibility of each bidder to ascertain if all the documents listed below and in the
Table of Contents are included in their copy of the Contract Provisions. If documents are
missing, it is the sole responsibility of the Bidder to contact the City of Renton to obtain the
missing documents prior to the date and time that bids are due.
The following documents shall be submitted with the bid.
a. Project Proposal Cover Sheet - The form included in these Bid Documents must be used;
no substitute will be accepted.
b. Proposal – The form included in these Bid Documents must be used; no substitute will be
accepted.
c. Schedule of Prices – The form(s) included in these Bid Documents must be used; no
substitute will be accepted. Bidders must bid on all schedules and items shown on the
Schedule of Prices. If any unit price is left blank, it will be considered no charge for that
bid item, regardless of what has been placed in the extension column.
d. Non-Collusion Declaration – The form included in these Bid Documents must be used; no
substitute will be accepted.
e. Local Agency Subcontractor List - This form is available at
http://wsdot.wa.gov/forms/pdfForms.html. Bidder may download, print and complete
the form to include with Bid. The DOT Form, DOT Form Number and revision date must
match the form included in these Bid Documents, otherwise the Bid will be considered
irregular and non-responsive and the Bid will be rejected.
f. Proposal for Incorporating Recycled Materials into the Project – The form included in
these Bid Documents must be used; no substitute will be accepted.
g. Contractor Certification, Wage Law Compliance – Responsibility Criteria, Washington
State Public Works Contracts – This form is available at
http://wsdot.wa.gov/forms/pdfForms.html. Bidder may download, complete, print and
sign the form to include with Bid. The DOT Form, DOT Form Number and revision date
must match the form included in these Bid Documents, otherwise the Bid will be
2021 Runway PCC Panel Repair Project Information and Checklist for Bidders
AIR-21-001 Page 3 of 3 2021
considered irregular and non-responsive and the Bid will be rejected.
h. Proposal Signature Page – The form included in these Bid Documents must be used; no
substitute will be accepted. Evidence of signatory’s authority to sign the Proposal on
behalf of the business entity shall be submitted with the Bid. Otherwise, the submitted
Bid will be considered irregular and non-responsive and the Bid will be rejected.
i. Proposal Bid Bond – The form included in these Bid Documents must be used; no
substitute will be accepted. If an attorney-in-fact signs bond, the power of attorney
authorizing such execution must be current and enforceable, be properly executed by the
Surety in accordance with the Surety’s by-laws or other applicable rules and resolutions,
and include all necessary corporate seals, signatures, and notaries.
10. Contract Checklist
The following documents are to be executed by the successful Bidder after the Contract is
awarded.
a. Agreement – The form included in these Bid Documents must be used; no substitute will
be accepted. Two originals shall be executed by the successful Bidder.
b. Contract Bond – The form included in these Bid Documents must be used; no substitute
will be accepted. Two originals shall be executed by the successful Bidder and its surety
company. This bond covers successful completion of all work and payment of all laborers,
subcontractors, suppliers, etc. If an attorney-in-fact signs bond, the power of attorney
authorizing such execution must be current and enforceable, be properly executed by the
Surety in accordance with the Surety’s by-laws or other applicable rules and resolutions,
and include all necessary corporate seals, signatures, and notaries.
c. Fair Practices Policy Affidavit of Compliance – The form included in these Bid Documents
must be used; no substitute will be accepted.
d. Retainage Method Selection - The form included in these Bid Documents must be used;
no substitute will be accepted.
e. Certificates of Insurance – To be executed by an insurance company acceptable to the
City, on ACORD Forms. Required coverages are listed in Section 1-07.18 of the Special
Provisions. The City of Renton shall be named as “Additional Insured” on the insurance
policies as well as the entities listed in Section 1-07.18(2) of the Special Provisions.
2021 Runway PCC Panel Repair Project Summary of Fair Practices Policy
AIR-21-001 2021
2021 Runway PCC Panel Repair Project Summary of American Disabilities Act Policy
AIR-21-2021 2021
City of Renton
Contract Provisions for
2021 Runway PCC Panel Repair Project
______________________________________________________________________________
III. PROJECT PROPOSAL
Project Name: 2021 Runway PCC Panel Repair Project
City Project Number: AIR-21-001
City Contract Number: CAG-21-184
Company:
Address:
Telephone No.:
Fax No.:
Total Bid Amount:
$
2021 Runway PCC Panel Repair Proposal
AIR-21-001 2021
PROPOSAL
Runway PCC Panel Repair - Proposal Cover (2021)
TO THE CITY OF RENTON
RENTON, WASHINGTON
Ladies and/or Gentlemen:
The undersigned (Bidder) hereby certify that the Bidder has examined the location and
construction details of the proposed work, has read and thoroughly understands the Contract
Documents governing the work, and the nature of the work, and the method by which
payment will be made for said work. Bidder hereby proposes to undertake and complete the
work detailed in and in accordance with these Contract Documents, for the Total Bid Amount
shown on the attached Schedule of Prices.
The Bidder understands that the quantities mentioned herein are approximate only and are
subject to increase or decrease, and hereby proposes to perform all quantities of work as either
increased or decreased in accordance with the Contract Documents.
As evidence of good faith, pursuant to RCW 35.23.352(1), an original Bid Proposal Deposit in the
form of (check one) bid bond, or cashier's check (made payable to the City of Renton), or
postal money order (made payable to the City of Renton), in an amount equal to five percent
(5%) of the Total Bid Amount, is attached hereto.
If a bid bond is signed by an attorney-in-fact, Bidder agrees that the power of attorney authorizing
such execution must be current and enforceable, be properly executed by the Surety in
accordance with the Surety’s by-laws or other applicable rules and resolutions, and include all
necessary corporate seals, signatures, and notaries.
Bidder understands that Contract Award or Bid rejection will occur within 45 calendar days after
the opening of bids, as specified in Section 1-03.2 of the Standard Specifications.
Bidder further understands that should Bidder fail to enter into this contract in accordance with
his or her Bid and furnish a contract bond within a period of ten (10) days from the date at which
he or she is notified that he or she is the successful bidder, the Bid Proposal Deposit shall be
forfeited to the City of Renton, as set forth in RCW 35A.40.200 and RCW 35.23.352
Bidder hereby agrees to complete the Physical Work in all respects within 5 working days.
Contract time shall begin on the first working day following the Notice to Proceed date.
ITEM
NO.ITEM DESCRIPTION SPEC.
SECTION UNIT QUANTITY UNIT PRICE*EXTENSION
1 FOD PREVENTION CONTROLS 1000 L.S.1
2 TEMPORARY FLAGGING, MARKING, AND
STAKING 1300 L.S.1
3 CONTRACTOR QUALTIY CONTROL PROGRAM C-100 L.S.1
4 TEMPORARY EROSION CONTROL C-102 FA 1 10,000.00$ 10,000.00
5 MOBILIZATION C-105 LS 1
6 PCC PAVEMENT REMOVAL P-101 SY 500
7 CONCRETE PAVEMENT W/ DOWELS AND
BOND BREAKER P-501 CY 87
8 JOINT SEALING FILLER P-605 LF 1,108
9 GROOVING P-621 SY 500
Subtotal Bid Amount =
WA State Sales Tax (10.1%) =
TOTAL BID AMOUNT =
*NOTE: All applicable sales tax shall be included in the unit and lump sum bid price per section 1-07.2(1) and WAC 458-20-171.
SCHEDULE OF PRICES
2021 Runway PCC Panel Repair
ALL ENTRIES SHALL BE WRITTEN IN INK OR TYPED TO VALIDATE BID
NOTE: Unit prices for all items, all extensions, and total amount of bid shall be shown. Enter unit prices in numerical figures only, in
dollars and cents to two (2) decimal places (including whole dollar amounts). All figures must be clearly legible. Bids with illegible figures
in the Unit Price column will be regarded as nonresponsive and rejected. Where conflict occurs between the unit price and the total
amount specified for any item, the unit price shall prevail, and totals shall be corrected to conform thereto.
2021 Runway PCC Panel Repair Project
AIR-21-001 Page 1 of 1
Schedule of Prices
2021
2021 Runway PCC Panel Repair Project Local Agency Non-Collusion Declaration
AIR-21-001 2021
2021 Runway PCC Panel Repair Local Agency Subcontractor List
Air-21-001 2021
2021 Runway PCC Panel Repair Project Proposal For Incorporating Recycled Materials
AIR-21-001 2021
2021 Runway PCC Panel Repair Project Contractor Certification, Wage Law Compliance – Responsibility Criteria
AIR-21-001 2021
2021 Runway PCC Panel Repair Project Proposal – Signature Page
AIR-21-001 2021
PROPOSAL SIGNATURE PAGE
By signing below, Bidder acknowledges receipt and understanding of the following Addenda to
the Bid Documents:
Addendum No. Date of Receipt Addendum No. Date of Receipt
1
3
2
4
NOTE: A Proposal may be considered irregular and may be rejected if the receipt of Addenda is not acknowledged.
The bidder is hereby advised that by signature of this proposal he/she is deemed to have
acknowledged all requirements and signed all certificates contained herein.
[Signature of Authorized Official] * [Business Name]
[Printed Name] [Address Line 1]
[Title] [Address Line 2]
[Date] [Telephone Number]
* NOTE: Evidence of the signatory’s authority to sign the Proposal on behalf of the business entity shall be
submitted with the Bid. Otherwise, the submitted Bid will be considered irregular and non -responsive
and the Bid will be rejected.
NOTE: The address and phone number listed above will be used for all communications regarding this proposal.
Type of business entity (e.g. corporation, partnership, etc.):
State of Incorporation, or State where business entity was formed:
2021 Runway PCC Panel Repair Project Proposal – Signature Page
AIR-21-001 2021
WA State Contractor’s Registration #
UBI #
Industrial Insurance Account #
Employment Security Department #
State Excise Tax Registration #
DUNS #
N/A
The Surety Company which will furnish the required Contract Bond is
[Surety] [Address Line 1]
[Telephone Number] [Address Line 2]
2021 Runway PCC Panel Repair Project Proposal Bid Bond to the City of Renton
AIR-21-001 2021
PROPOSAL BID BOND TO THE CITY OF RENTON
KNOW ALL MEN BY THESE PRESENTS, That we, [Bidder] _________________________________
of [address] ______________________________________________________ as Principal, and
[Surety] _________________________________________ a corporation organized and existing
under the laws of the State of ________________________ as a surety corporation, and qualified
under the laws of the State of Washington to become surety upon bonds of contractors with
municipal corporations, as Surety, are jointly and severally held and firmly bound unto the City
of Renton in the full sum of five (5) percent of the total bid amount of the proposal of said
Principal for the work hereinafter described, for the payment of which, well and truly to be made,
we bind ourselves and our heirs, executors, administrators and assigns, and successors and
assigns, jointly and severally, firmly by these presents.
The condition of the bond is such, that whereas the Principal herein is herewith submitting
his/her or its sealed proposal for the following public works construction project, to wit:
2021 Runway PCC Panel Repair Project
said bid and proposal, by reference thereto, being made a part hereof.
NOW, THEREFORE, If the said proposal bid by said Principal be accepted, and the contract be
awarded to said Principal, and if said Principal shall duly make and enter into and execute said
contract and shall furnish contract bond as required by the City of Renton within a period of ten
(10) days from and after said award, exclusive of the day of such award, then this obligation shall
be null and void, otherwise it shall remain and be in full force and effect.
IN THE EVENT, the Principal, following award, fails to execute an Agreement with the City of
Renton in accordance with the terms of the Proposal and furnish a contract bond with Surety or
Sureties approved by the City of Renton within ten (10) days from and after said award, then
Principal shall forfeit the Bid Bond/Bid Proposal Deposit or Surety shall immediately pay and
forfeit to the City of Renton the amount of the Proposal Bid Bond, as set forth in RCW 35A.40.200
and RCW 35.23.352.
This Proposal Bid Bond shall be governed and construed by the laws of the State of Washington,
and venue shall be in King County, Washington.
IN TESTIMONY WHEREOF, the Principal and Surety have caused these presents to be signed and
sealed this ________ day of ____________________, 20______.
2021 Runway PCC Panel Repair Project Proposal Bid Bond to the City of Renton
AIR-21-001 2021
PRINCIPAL SURETY
[Principal] [Surety]
[Signature of Authorized Official] [Signature of Authorized Official]
[Printed Name] [Printed Name]
[Title] [Title]
[Date] [Date]
Name and address of local office of
Agent and/or Surety Company:
Telephone:
Surety WAOIC #
Surety NAIC #
City of Renton
Contract Provisions for
2021 Runway PCC Panel Repair Project
______________________________________________________________________________
IV. AGREEMENT FORMS
2021 Runway PCC Panel Repair Project Agreement
AIR-21-001 2021
AGREEMENT
CONTRACT NO. CAG-21-184
THIS AGREEMENT, made and entered into this ________ day of ________________, ________
by and between the CITY OF RENTON, a municipal corporation of the State of Washington,
hereinafter referred to as “City” and _______________________________________________,
hereinafter referred to as “Contractor.”
WITNESSETH: That in consideration of the terms and conditions contained herein and attached
and made a part of this agreement, the parties hereto covenant and agree as follows:
1. The Contractor shall do all work and furnish all tools, materials, and equipment for:
2021 Runway PCC Panel Repair Project in accordance with and as described in the attached
plans and specifications, and the 2021 Standard Specifications for Road, Bridge, and
Municipal Construction, as prepared by the Washington State Department of Transportation
(WSDOT) and the Washington State Chapter of the American Public Works Association
(APWA) which are by this reference incorporated herein and made part hereof and, shall
perform any changes in the work in accord with the Contract Documents.
The Contractor shall provide and bear the expense of all equipment, work and labor, of any
sort whatsoever that may be required for the transfer of materials and for constructing and
completing the work provided for in these Contract Documents except those items
mentioned therein to be furnished by the City.
2. The City hereby promises and agrees with the Contractor to employ, and does employ the
Contractor to provide the materials and to do and cause to be done the above described work
and to complete and furnish the same in accord with the attached plans and specifications
and the terms and conditions herein contained and hereby contracts to pay for the same
according to the attached specifications and the schedule of unit or itemized prices at the
time and in the manner and upon the conditions provided for in this contract
The sum total of all progress payments is not to exceed the Total Bid Amount listed in the
Schedule of Prices incorporated into this contract, unless the Total Bid Amount is amended
by change order(s) prepared and executed in accordance with these Contract Documents.
3. The Contractor for himself/herself, and for his/her heirs, executors, administrators,
successors, and assigns, does hereby agree to full performance of all covenants required of
the Contractor in the contract.
2021 Runway PCC Panel Repair Project Agreement
AIR-21-001 2021
4. It is further provided that no liability shall attach to the City by reason of entering into this
contract, except as provided herein.
5. In the event litigation is commenced to enforce this contract, the prevailing party shall be
entitled to recover its costs, including reasonable attorney’s and expert witness fees.
6. This contract is executed in two (2) identical counterparts, by the parties, each of which shall
for all purposes be deemed and original.
IN WITNESS WHEREOF, the Contractor has executed this instrument, on the day and year first
below written and the Mayor has caused this instrument to be executed by and in the name of
the City of Renton the day and year first above written.
CONTRACTOR CITY OF RENTON
[Signature of Authorized Official] * Denis Law, Mayor
[Title] ATTEST
[Business Name] Jason Seth, City Clerk
[Date]
* NOTE: Evidence of the signatory’s authority to sign the Agreement on behalf of the business entity shall be
submitted.
CONTRACTOR ADDRESS FOR GIVING NOTICES CITY OF RENTON ADDRESS FOR GIVING NOTICES
Airport Division
Renton Municipal Airport
616 W Perimeter Rd
Renton, WA 98057
2021 Runway PCC Panel Repair Project Contract Bond to the City of Renton
AIR-21-001 2021
CONTRACT BOND TO THE CITY OF RENTON
Bond No. ________________
KNOW ALL MEN BY THESE PRESENTS, That we, [Contractor] ______________________________
of [address] ______________________________________________________ as Principal, and
[Surety] _________________________________________ a corporation organized and existing
under the laws of the State of ________________________ as a surety corporation, and qualified
under the laws of the State of Washington to become surety upon bonds of contractors with
municipal corporations, as Surety, are jointly and severally held and firmly bound to the City of
Renton (City) in the penal sum of $ ____________________________ Total Contract Amount, for
the payment of which sum on demand we bind ourselves and our heirs, executors, administrators
and assigns, successors and assigns, or person representatives, as the case may be.
This obligation is entered into pursuant to the statutes of the State of Washington, the Ordinance
of the City of Renton.
Dated at _____________, Washington, this ________ day of ____________________, 20______.
Nevertheless, the conditions of the above obligation are such that:
WHEREAS, under and pursuant to Contract No. CAG-21-184 providing for construction of the
2021 Runway PCC Panel Repair Project; the Principal has accepted, or is about to accept, the
Contract, and undertake to perform the Work therein provided for in the manner and within the
time set forth.
NOW, THEREFORE, by executing this Contract Bond, a combined Performance and Payment
Bond, Surety indemnifies and holds the City, its officers, agents and assigns harmless from all
claims, liabilities, causes of action, damages and costs, including property damages and personal
injuries, resulting from any defect appearing or developing in the material provided or
workmanship performed under the Contract AND for such payments for labor, equipment, and
materials by satisfying all claims and demands incurred under the Contract, and reimbursing and
paying City all expenses that City may incur in making good any default by Principal.
FUTHERMORE, this Contract Bond shall be satisfied and released only upon the condition that
Principal:
• Faithfully performs all provisions of the Contract and changes authorized by City in the
manner and within the time specified as may be extended under the Contract;
• Pays all persons in accordance with RCW 39.08, 39.12 and 60.28 including all workers,
laborers, mechanics, subcontractors, lower tier subcontractors, material persons, and all
other persons or agents who supply labor, equipment, or materials to the Project;
• Pays all taxes incurred on said contract under title 50 and 51 Revised Code of Washington
(RCW) and all taxes imposed on the Principle under Title 82 RCW;
• Receives a written discharge from City, signed by the Mayor or by a duly authorized
representative of City.
2021 Runway PCC Panel Repair Project Contract Bond to the City of Renton
AIR-21-001 2021
No change, extension of time, alteration, or addition to the terms of the Contract or to the Work
to be performed under the Contract shall in any way affect Surety's obligation on the Contract
Bond. Surety hereby waives notice of any change, extension of time, alteration, or addition to
the terms of the Contract or the Work, with the exception that Surety shall be notified if the
Contract time is extended by more than twenty percent (20%).
If any modification or change increases the total amount to be paid under the Contract, Surety's
obligation under this Contract Bond shall automatically increase in a like amount. Any such
increase shall not exceed twenty-five percent (25%) of the original amount of the Contract Bond
without the prior written consent of Surety.
This Contract Bond shall be governed and construed by the laws of the State of Washington, and
venue shall be in King County, Washington.
This Contract Bond shall be executed in two (2) original counterparts, and shall be signed by the
parties’ duly authorized officers. This Contract Bond will only be accepted if is accompanied by a
fully executed and original power of attorney for the office executing on behalf of the Surety.
PRINCIPAL SURETY
[Principal] [Surety]
[Signature of Authorized Official] [Signature of Authorized Official]
[Printed Name] [Printed Name]
[Title] [Title]
[Date] [Date]
Name and address of local office of
Agent and/or Surety Company:
Telephone:
2021 Runway PCC Panel Repair Project Fair Practices and Non-Discrimination Declaration
AIR-21-001 2021
FAIR PRACTICES AND NON-DISCRIMINATION POLICY
DECLARATION
I, by signing the Agreement, hereby declare, under penalty of perjury under the laws of the
United States that the following statements are true and correct:
1. That the undersigned person(s), firm, association or corporation affirms and subscribes to the
Fair Practices and Non-discrimination policies set forth by the law and by City of Renton
policy, adopted by Resolution No. 4085.
2. That by signing the signature page of this Agreement, I am deemed to have signed and to
have agreed to the provisions of this declaration.
City of Renton
Contract Provisions for
2021 Runway PCC Panel Repair Project
______________________________________________________________________________
VI. CONTRACT SPECIFICATIONS
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INTRODUCTION TO THE SPECIAL PROVISIONS
(December 10, 2020 APWA GSP)
The work on this project shall be accomplished in accordance with the Standard
Specifications for Road, Bridge and Municipal Construction, 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 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 either 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.
The project-specific Special Provisions are not labeled as such. The GSPs are labeled
under the headers of each GSP, with the effective date of the GSP and its source. For
example:
(March 8, 2013 APWA GSP)
(April 1, 2013 WSDOT GSP)
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
Contractor shall obtain copies of these publications, at Contractor’s own expense.
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DIVISION 1
GENERAL REQUIREMENTS
DESCRIPTION OF WORK
A condition assessment of the concrete panels at the south end of the runway at the
Renton Municipal Airport was conducted in 2021 and found 24 concrete panels
(15’x12.5’) that need repair. There are 2 layers of existing concrete of which the top layer
will be replaced. The work includes but is not limited to: saw cutting existing joints;
removal of damaged PCC panels; installation of dowels in existing slabs; installation of
bond breaking fabric; placement of dowel baskets; placement and finishing of concrete;
saw cutting of concrete joints; installation of concrete material; Foreign Object Debris
(FOD) inspections and clearing; dust control; striping; placement of painted plywood or
tarp navigation aids; concrete grooving; and all other work necessary to complete the
WORK as specified and shown in the Contract Provisions.
1-01.3 Definitions
(January 4, 2016 APWA GSP)
Delete the heading Completion Dates and the three paragraphs that follow it, and
replace them with the following:
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, any remaining traffic disruptions will be rare and brief, and only minor
incidental work, replacement of temporary substitute facilities, plant
establishment periods, or correction or repair remains for the Physical
Completion of the total Contract.
Physical Completion Date
The day all of the Work is physically completed on the project. All documentation
required by the Contract and required by law does not necessarily need to be
furnished by the Contractor by this date.
Completion Date
The day all the Work specified in the Contract is completed and all the
obligations of the Contractor under the contract are fulfilled by the Contractor. All
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documentation required by the Contract and required by law must be furnished
by the Contractor before establishment of this date.
Final Acceptance Date
The date on which the Contracting Agency accepts the Work as complete.
Supplement this Section with the following:
All references in the Standard Specifications, Amendments, or WSDOT General
Special Provisions, to the terms “Department of Transportation”, “Washington State
Transportation Commission”, “Commission”, “Secretary of Transportation”,
“Secretary”, “Headquarters”, and “State Treasurer” shall be revised to read
“Contracting Agency”.
All references to the terms “State” or “state” shall be revised to read “Contracting
Agency” unless the reference is to an administrative agency of the State of
Washington, a State statute or regulation, or the context reasonably indicates
otherwise.
All references to “State Materials Laboratory” shall be revised to read “Contracting
Agency designated location”.
All references to “final contract voucher certification” shall be interpreted to mean the
Contracting Agency form(s) by which final payment is authorized, and final
completion and acceptance granted.
Additive
A supplemental unit of work or group of bid items, identified separately in the Bid
Proposal, which may, at the discretion of the Contracting Agency, be awarded in
addition to the base bid.
Alternate
One of two or more units of work or groups of bid items, identified separately in the
Bid Proposal, from which the Contracting Agency may make a choice between
different methods or material of construction for performing the same work.
Business Day
A business day is any day from Monday through Friday except holidays as listed in
Section 1-08.5.
Contract Bond
The definition in the Standard Specifications for “Contract Bond” applies to whatever
bond form(s) are required by the Contract Documents, which may be a combination
of a Payment Bond and a Performance Bond.
Contract Documents
See definition for “Contract”.
Contract Time
The period of time established by the terms and conditions of the Contract within
which the Work must be physically completed.
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Notice of Award
The written notice from the Contracting Agency to the successful Bidder signifying
the Contracting Agency’s acceptance of the Bid Proposal.
Notice to Proceed
The written notice from the Contracting Agency or Engineer to the Contractor
authorizing and directing the Contractor to proceed with the Work and establishing
the date on which the Contract time begins.
Traffic
Both vehicular and non-vehicular traffic, such as pedestrians, bicyclists, wheelchairs,
and equestrian traffic.
1-02 BID PROCEDURES AND CONDITIONS
1-02.1 Prequalification of Bidders
Delete this section and replace it with the following:
1-02.1 Qualifications of Bidder
(January 24, 2011 APWA GSP)
Before award of a public works contract, a bidder must meet at least the minimum
qualifications of RCW 39.04.350(1) to be considered a responsible bidder and
qualified to be awarded a public works project.
1-02.2 Plans and Specifications
(June 27, 2011 APWA GSP)
Delete this section and replace it with the following:
Information as to where Bid Documents can be obtained or reviewed can 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") 2 Furnished automatically
upon award.
Contract Provisions
2 Furnished automatically
upon award.
Large plans (e.g., 22" x
34")
2 Furnished only upon
request.
Additional plans and Contract Provisions may be obtained by the Contractor from the
source stated in the Call for Bids, at the Contractor’s own expense.
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1-02.4(1) General
(June 24, 2021 APWA GSP Option A)
The first sentence of the seventh paragraph, beginning with “Any prospective Bidder
desiring…”, is revised to read:
Any prospective Bidder desiring an explanation or interpretation of the Bid
Documents, must request the explanation or interpretation in writing soon
enough to allow a written reply to reach all prospective Bidders before the
submission of their Bids.
1-02.4(2) Subsurface Information
(March 8, 2013 APWA GSP)
The second sentence in the first paragraph is revised to read:
The Summary of Geotechnical Conditions and the boring logs, if and when
included as an appendix to the Special Provisions, shall be considered as part of
the Contract.
1-02.5 Proposal Forms
(July 31, 2017 APWA GSP)
Delete this section and replace it with the following:
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 prices; extensions;
summations; the total bid amount; signatures; date; and, where applicable, retail
sales taxes and acknowledgment of addenda; the bidder’s name, address, telephone
number, and signature; the bidder’s UDBE/DBE/M/WBE commitment, if applicable; a
State of Washington Contractor’s Registration Number; and a Business License
Number, if applicable. 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 Form unless
otherwise specified.
1-02.6 Preparation of Proposal
(December 10, 2020 APWA GSP, Option B)
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.
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5. Any correction to a bid made by interlineation, alteration, or erasure, shall be
initialed by the signer of the bid.
Delete the last two paragraphs, and replace them with the following:
The Bidder shall submit with their Bid a completed Contractor Certification Wage
Law Compliance form, provided by the Contracting Agency. Failure to return this
certification as part of the Bid Proposal package will make this Bid Nonresponsive
and ineligible for Award. A Contractor Certification of Wage Law Compliance form is
included in the Proposal Forms.
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 UDBE 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 UDBE requirements are to be satisfied through
such an agreement.
Add the following new section:
1-02.6(1) Recycled Materials Proposal
(January 4, 2016 APWA GSP)
The Bidder shall submit with the Bid, its proposal for incorporating recycled materials
into the project, using the form provided in the Contract Provisions.
1-02.7 Bid Deposit
(March 8, 2013 APWA GSP)
Supplement this section with the following:
Bid bonds shall contain the following:
1. Contracting Agency-assigned number for the project;
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
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signature on the bond, and the title of the person must accompany the said
signature;
6. The signature of the surety’s officer empowered to sign the bond and the power
of attorney.
If so stated in the Contract Provisions, bidder must use the bond form included in the
Contract Provisions.
If so stated in the Contract Provisions, cash will not be accepted for a bid deposit.
1-02.9 Delivery of Proposal
(June 17, 2021 APWA GSP, Option A)
Delete this section and replace it with the following:
Each Proposal shall be submitted in a sealed envelope, with the Project Name and
Project Number as stated in the Call for Bids clearly marked on the outside of the
envelope, or as otherwise required in the Bid Documents, to ensure proper handling
and delivery.
To be considered responsive on a FHWA-funded project, the Bidder may be required
to submit the following items, as required by Section 1-02.6:
• DBE Utilization Certification
• DBE Written Confirmation Document from each DBE firm listed on the
Bidder’s completed DBE Utilization Certification (WSDOT 272-056)
• Good Faith Effort (GFE) Documentation
• DBE Bid Item Breakdown (WSDOT 272-054)
• DBE Trucking Credit Form (WSDOT 272-058)
DBE Utilization Certification
The DBE Utilization Certification shall be received at the same location and no later
than the time required for delivery of the Proposal. The Contracting Agency will not
open or consider any Proposal when the DBE Utilization Certification is received
after the time specified for receipt of Proposals or received in a location other than
that specified for receipt of Proposals. The DBE Utilization Certification may be
submitted in the same envelope as the Bid deposit.
DBE Written Confirmation and/or GFE Documentation
The DBE Written Confirmation Documents and/or GFE Documents are not required
to be submitted with the Proposal. The DBE Written Confirmation Document(s)
and/or GFE (if any) shall be received either with the Bid Proposal or as a
Supplement to the Bid. The documents shall be received no later than 48 hours (not
including Saturdays, Sundays and Holidays) after the time for delivery of the
Proposal. To be considered responsive, Bidders shall submit Written Confirmation
Documentation from each DBE firm listed on the Bidder’s completed DBE Utilization
Certification and/or the GFE as required by Section 1-02.6.
DBE Bid Item Breakdown and DBE Trucking Credit Form
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The DBE Bid Item Breakdown and the DBE Trucking Credit Forms (if applicable)
shall be received either with the Bid Proposal or as a Supplement to the Bid. The
documents shall be received no later than 48 hours (not including Saturdays,
Sundays and Holidays) after the time for delivery of the Proposal. To be considered
responsive, Bidders shall submit a completed DBE Bid Item Breakdown and a DBE
Trucking Credit Form for each DBE Trucking firm listed on the DBE Utilization
Certification, however, minor errors and corrections to DBE Bid Item Breakdown or
DBE Trucking Credit Forms will be returned for correction for a period up to five
calendar days (not including Saturdays, Sundays and Holidays) after the time for
delivery of the Proposal. A DBE Bid Item Breakdown or DBE Trucking Credit Forms
that are still incorrect after the correction period will be determined to be non-
responsive.
Proposals that are received as required will be publicly opened and read as specified
in Section 1-02.12. The Contracting Agency will not open or consider any Bid
Proposal that is received after the time specified in the Call for Bids for receipt of Bid
Proposals, or received in a location other than that specified in the Call for Bids. The
Contracting Agency will not open or consider any “Supplemental Information” (DBE
confirmations, or GFE documentation) that is received after the time specified above,
or received in a location other than that specified in the Call for Bids.
If an emergency or unanticipated event interrupts normal work processes of the
Contracting Agency so that Proposals cannot be received at the office designated for
receipt of bids as specified in Section 1-02.12 the time specified for receipt of the
Proposal will be deemed to be extended to the same time of day specified in the
solicitation on the first work day on which the normal work processes of the
Contracting Agency resume.
1-02.10 Withdrawing, Revising, or Supplementing Proposal
(July 23, 2015 APWA GSP)
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
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.
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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.
1-02.13 Irregular Proposals
(October 1, 2020 APWA GSP)
Delete this section and replace it with the following:
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 completed Proposal form contains any unauthorized additions,
deletions, alternate Bids, or conditions;
d. The Bidder adds provisions reserving the right to reject or accept the
award, or enter into the Contract;
e. A price per unit cannot be determined from the Bid Proposal;
f. The Proposal form is not properly executed;
g. The Bidder fails to submit or properly complete a Subcontractor list, if
applicable, as required in Section 1-02.6;
h. The Bidder fails to submit or properly complete a Disadvantaged
Business Enterprise Certification, if applicable, as required in Section 1-
02.6;
i. The Bidder fails to submit written confirmation from each DBE firm listed
on the Bidder’s completed DBE Utilization Certification that they are in
agreement with the bidder’s DBE participation commitment, if applicable,
as required in Section 1-02.6, or if the written confirmation that is
submitted fails to meet the requirements of the Special Provisions;
j The Bidder fails to submit DBE Good Faith Effort documentation, if
applicable, as required in Section 1-02.6, or if the documentation that is
submitted fails to demonstrate that a Good Faith Effort to meet the
Condition of Award was made;
k. The Bidder fails to submit a DBE Bid Item Breakdown form, if applicable,
as required in Section 1-02.6, or if the documentation that is submitted
fails to meet the requirements of the Special Provisions;
l. The Bidder fails to submit DBE Trucking Credit Forms, if applicable, as
required in Section 1-02.6, or if the documentation that is submitted fails
to meet the requirements of the Special Provisions;
m. The Bid Proposal does not constitute a definite and unqualified offer to
meet the material terms of the Bid invitation; or
n. More than one Proposal is submitted for the same project from a Bidder
under the same or different names.
2. A Proposal may be considered irregular and may be rejected if:
a. The Proposal does not include a unit price for every Bid item;
b. Any of the unit prices are excessively unbalanced (either above or below
the amount of a reasonable Bid) to the potential detriment of the
Contracting Agency;
c. Receipt of Addenda is not acknowledged;
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d. A member of a joint venture or partnership and the joint venture or
partnership submit Proposals for the same project (in such an instance,
both Bids may be rejected); or
e. If Proposal form entries are not made in ink.
1-02.14 Disqualification of Bidders
(May 17, 2018 APWA GSP, Option A)
Delete this section and replace it with the following:
A Bidder will be deemed not responsible if the Bidder does not meet the mandatory
bidder responsibility criteria in RCW 39.04.350(1), as amended.
The Contracting Agency will verify that the Bidder meets the mandatory bidder
responsibility criteria in RCW 39.04.350(1). To assess bidder responsibility, the
Contracting Agency reserves the right to request documentation as needed from the
Bidder and third parties concerning the Bidder’s compliance with the mandatory
bidder responsibility criteria.
If the Contracting Agency determines the Bidder does not meet the mandatory bidder
responsibility criteria in RCW 39.04.350(1) and is therefore not a responsible Bidder,
the Contracting Agency shall notify the Bidder in writing, with the reasons for its
determination. If the Bidder disagrees with this determination, it may appeal the
determination within two (2) business days of the Contracting Agency’s determination
by presenting its appeal and any additional information to the Contracting Agency.
The Contracting Agency will consider the appeal and any additional information
before issuing its final determination. If the final determination affirms that the Bidder
is not responsible, the Contracting Agency will not execute a contract with any other
Bidder until at least two business days after the Bidder determined to be not
responsible has received the Contracting Agency’s final determination.
1-02.15 Pre Award Information
(August 14, 2013 APWA GSP)
Revise this section to read:
Before awarding any contract, the Contracting Agency may require one or more of
these items or actions of the apparent lowest responsible bidder:
1. A complete statement of the origin, composition, and manufacture of any or all
materials to be used,
2. Samples of these materials for quality and fitness tests,
3. A progress schedule (in a form the Contracting Agency requires) showing the
order of and time required for the various phases of the work,
4. A breakdown of costs assigned to any bid item,
5. Attendance at a conference with the Engineer or representatives of the Engineer,
6. Obtain, and furnish a copy of, a business license to do business in the city or
county where the work is located.
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7. 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
(January 23, 2006 APWA GSP)
Revise the first paragraph to read:
After opening and reading proposals, the Contracting Agency will check them for
correctness of extensions of the prices per unit and the total price. If a discrepancy
exists between the price per unit and the extended amount of any bid item, the price
per unit will control. If a minimum bid amount has been established for any item and
the bidder’s unit or lump sum price is less than the minimum specified amount, the
Contracting Agency will unilaterally revise the unit or lump sum price, to the minimum
specified amount and recalculate the extension. The total of extensions, corrected
where necessary, including sales taxes where applicable and such additives and/or
alternates as selected by the Contracting Agency, will be used by the Contracting
Agency for award purposes and to fix the Awarded Contract Price amount and the
amount of the contract bond.
1-03.1(1) Identical Bid Totals
(January 4, 2016 APWA GSP)
Revise this section to read:
After opening Bids, if two or more lowest responsive Bid totals are exactly equal,
then the tie-breaker will be the Bidder with an equal lowest bid, that proposed to use
the highest percentage of recycled materials in the Project, per the form submitted
with the Bid Proposal. If those percentages are also exactly equal, then the tie-
breaker will be determined by drawing as follows: Two or more slips of paper will be
marked as follows: one marked “Winner” and the other(s) marked “unsuccessful”.
The slips will be folded to make the marking unseen. The slips will be placed inside a
box. One authorized representative of each Bidder shall draw a slip from the box.
Bidders shall draw in alphabetic order by the name of the firm as registered with the
Washington State Department of Licensing. The slips shall be unfolded and the firm
with the slip marked “Winner” will be determined to be the successful Bidder and
eligible for Award of the Contract. Only those Bidders who submitted a Bid total that
is exactly equal to the lowest responsive Bid, and with a proposed recycled materials
percentage that is exactly equal to the highest proposed recycled materials amount,
are eligible to draw.
1-03.3 Execution of Contract
(October 1, 2005 APWA GSP)
Revise this section to read:
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Copies of the Contract Provisions, including the unsigned Form of Contract, will be
available for signature by the successful bidder on the first business day following
award. The number of copies to be executed by the Contractor will be determined by
the Contracting Agency.
Within 10 calendar days after the award date, the successful bidder shall return the
signed Contracting Agency-prepared contract, an insurance certification as required
by Section 1-07.18, and a satisfactory bond as required by law and Section 1-03.4.
Before execution of the contract by the Contracting Agency, the successful bidder
shall provide any pre-award information the Contracting Agency may require under
Section 1-02.15.
Until the Contracting Agency executes a contract, no proposal shall bind the
Contracting Agency nor shall any work begin within the project limits or within
Contracting Agency-furnished sites. The Contractor shall bear all risks for any work
begun outside such areas and for any materials ordered before the contract is
executed by the Contracting Agency.
If the bidder experiences circumstances beyond their control that prevents return of
the contract documents within the calendar days after the award date stated above,
the Contracting Agency may grant up to a maximum of 2 additional calendar days
for return of the documents, provided the Contracting Agency deems the
circumstances warrant it.
1-03.4 Contract Bond
(July 23, 2015 APWA GSP)
Delete the first paragraph and replace it with the following:
The successful bidder shall provide executed payment and performance bond(s) for
the full contract amount. The bond may be a combined payment and performance
bond; or be separate payment and performance bonds. In the case of separate
payment and performance bonds, each shall be for the full contract amount. The
bond(s) shall:
1. Be on Contracting Agency-furnished form(s);
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. Guarantee that the Contractor will perform and comply with all obligations, duties,
and conditions under the Contract, including but not limited to the duty and
obligation to indemnify, defend, and protect the Contracting Agency against all
losses and claims related directly or indirectly from any failure:
a. Of the Contractor (or any of the employees, subcontractors, or lower tier
subcontractors of the Contractor) to faithfully perform and comply with all
contract obligations, conditions, and duties, or
b. Of the Contractor (or the subcontractors or lower tier subcontractors of the
Contractor) to pay all laborers, mechanics, subcontractors, lower tier
subcontractors, material person, or any other person who provides supplies
or provisions for carrying out the work;
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4. Be conditioned upon the payment of taxes, increases, and penalties incurred on
the project under titles 50, 51, and 82 RCW; and
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(s) must be
signed by the president or vice president, unless accompanied by written proof of
the authority of the individual signing the bond(s) to bind the corporation (i.e.,
corporate resolution, power of attorney, or a letter to such effect signed by the
president or vice president).
Add the following new section:
1-03.4(1) Retainage in Lieu of Contract Bond
(May 17, 2018 APWA GSP)
For contracts of $35,000 or less, the Contractor may, at the Contractor’s option,
authorize the Contracting Agency to retain 5% of the contract amount in lieu of
furnishing a performance and/or payment bond. If the Contractor elects this option,
the retainage shall be held for a period of thirty (30) days after the date of final
acceptance, or until receipt of all necessary releases from the Departments of
Revenue and of Labor and Industries and settlement of any liens filed under RCW
60.28, whichever is later. The Contractor must advise the Contracting Agency in
writing of the Contractor's election to authorize retainage in lieu of a bond, at the time
of execution of the Contract.
In choosing this option, the Contractor agrees that if the Contractor, its heirs,
executors, administrators, successors, or assigns, shall in all things stand to and
abide by, and well and truly keep and perform the covenants, conditions and
agreements in the Contract, and shall faithfully perform all the provisions of such
contract and shall also well and truly perform and fulfill all the undertakings,
covenants, terms, conditions and agreements of any and all duly authorized
modifications of the Contract that may hereafter be made, at the time and in the
manner therein specified, and shall pay all laborers, mechanics, subcontractors, and
material suppliers, and all persons who shall supply such person or persons, or
subcontractors, with provisions and supplies for the carrying on of such work, on his
or her part, and shall indemnify and save harmless the Contracting Agency, its
officers and agents from any claim for such payment, then the funds retained in lieu
of a performance bond shall be released at the time provided above; otherwise, the
funds shall be retained until the Contractor fulfills the said obligations.
1-03.7 Judicial Review
(November 30, 2018 APWA GSP)
Revise this section to read:
Any decision made by the Contracting Agency regarding the Award and execution of
the Contract or Bid rejection shall be conclusive subject to the scope of judicial
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review permitted under Washington Law. Such review, if any, shall be timely filed in
the Superior Court of the county where the Contracting Agency headquarters is
located, provided that where an action is asserted against a county, RCW 36.01.050
shall control venue and jurisdiction.
1-04 SCOPE OF WORK
1-04.2 Coordination of Contract Documents, Plans, Special Provisions,
Specifications, and Addenda
(December 10, 2020 APWA GSP)
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. Special Provisions,
4. Contract Plans,
5. Standard Specifications,
6. Contracting Agency’s Standard Plans or Details (if any), and
7. WSDOT Standard Plans for Road, Bridge, and Municipal Construction.
1-04.4 CHANGES
1-04.4(1) Minor Changes
(May 30, 2019 APWA GSP)
Delete the first paragraph and replace it with the following:
Payments or credits for changes amounting to $25,000 or less may be made under
the Bid item “Minor Change”. At the discretion of the Contracting Agency, this
procedure for Minor Changes may be used in lieu of the more formal procedure as
outlined in Section 1-04.4, Changes. All “Minor Change” work will be within the
scope of the Contract Work and will not change Contract Time.
1 -05 CONTROL OF WORK
1-05.4 Conformity With and Deviations from Plans and Stakes
Supplement this section with the following:
Roadway and Utility Surveys
(July 23, 2015 APWA GSP, Option 1)
The Engineer shall furnish to the Contractor one time only all principal lines, grades,
and measurements the Engineer deems necessary for completion of the work.
These shall generally consist of one initial set of:
1. Slope stakes for establishing grading;
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2. Curb grade stakes;
3. Centerline finish grade stakes for pavement sections wider than 25 feet; and
4. Offset points to establish line and grade for underground utilities such as water,
sewers, and storm drains.
On alley construction projects with minor grade changes, the Engineer shall provide
only offset hubs on one side of the alley to establish the alignment and grade.
1-05.7 Removal of Defective and Unauthorized Work
(October 1, 2005 APWA GSP)
Supplement this section with the following:
If the Contractor fails to remedy defective or unauthorized work within the time
specified in a written notice from the Engineer, or fails to perform any part of the work
required by the Contract Documents, the Engineer 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.
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.
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.
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 failure to perform the work as required.
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1-05.11 Final Inspection
Delete this section and replace it with the following:
1-05.11 Final Inspections and Operational Testing
(October 1, 2005 APWA GSP)
1-05.11(1) Substantial Completion Date
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 Contractor’s request shall list the specific items of work that
remain to be completed in order to reach physical completion. The Engineer will
schedule an inspection of the work with the Contractor to determine the status of
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 therefor.
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
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
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the Contractor, take whatever steps are necessary to correct those deficiencies
pursuant to Section 1-05.7.
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 constitute the Physical Completion Date of the
contract, but shall not imply acceptance of the work or that all the obligations of the
Contractor under the contract have been fulfilled.
1-05.11(3) Operational Testing
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.
1-05.13 Superintendents, Labor and Equipment of Contractor
(August 14, 2013 APWA GSP)
Delete the sixth and seventh paragraphs of this section.
1-05.15 Method of Serving Notices
(March 25, 2009 APWA GSP)
Revise the second paragraph to read:
All correspondence from the Contractor shall be directed to the Project Engineer. All
correspondence from the Contractor constituting any notification, notice of protest,
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notice of dispute, or other correspondence constituting notification required to be
furnished under the Contract, must be in paper format, hand delivered or sent via
mail delivery service to the Project Engineer's office. Electronic copies such as e-
mails or electronically delivered copies of correspondence will not constitute such
notice and will not comply with the requirements of the Contract.
Add the following new section:
1-05.16 Water and Power
(October 1, 2005 APWA GSP)
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.
Add the following new section:
1-05.18 Record Drawings
(March 8, 2013 APWA GSP)
The Contractor shall maintain one set of full size plans for Record Drawings, updated
with clear and accurate red-lined field revisions on a daily basis, and within 2
business days after receipt of information that a change in Work has occurred. The
Contractor shall not conceal any work until the required information is recorded.
This Record Drawing set shall be used for this purpose alone, shall be kept separate
from other Plan sheets, and shall be clearly marked as Record Drawings. These
Record Drawings shall be kept on site at the Contractor’s field office, and shall be
available for review by the Contracting Agency at all times. The Contractor shall
bring the Record Drawings to each progress meeting for review.
The preparation and upkeep of the Record Drawings is to be the assigned
responsibility of a single, experienced, and qualified individual. The quality of the
Record Drawings, in terms of accuracy, clarity, and completeness, is to be adequate
to allow the Contracting Agency to modify the computer-aided drafting (CAD)
Contract Drawings to produce a complete set of Record Drawings for the Contracting
Agency without further investigative effort by the Contracting Agency.
The Record Drawing markups shall document all changes in the Work, both
concealed and visible. Items that must be shown on the markups include but are not
limited to:
• Actual dimensions, arrangement, and materials used when different than
shown in the Plans.
• Changes made by Change Order or Field Order.
• Changes made by the Contractor.
• Accurate locations of storm sewer, sanitary sewer, water mains and other
water appurtenances, structures, conduits, light standards, vaults, width of
roadways, sidewalks, landscaping areas, building footprints, channelization
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and pavement markings, etc. Include pipe invert elevations, top of castings
(manholes, inlets, etc.).
If the Contract calls for the Contracting Agency to do all surveying and staking, the
Contracting Agency will provide the elevations at the tolerances the Contracting
Agency requires for the Record Drawings.
When the Contract calls for the Contractor to do the surveying/staking, the applicable
tolerance limits include, but are not limited to the following:
Vertical Horizontal
As-built sanitary & storm invert and
grate elevations
± 0.01 foot ± 0.01 foot
As-built monumentation ± 0.001 foot ± 0.001 foot
As-built waterlines, inverts, valves,
hydrants
± 0.10 foot ± 0.10 foot
As-built ponds/swales/water features ± 0.10 foot ± 0.10 foot
As-built buildings (fin. Floor elev.) ± 0.01 foot ± 0.10 foot
As-built gas lines, power, TV, Tel, Com ± 0.10 foot ± 0.10 foot
As-built signs, signals, etc. N/A ± 0.10 foot
Making Entries on the Record Drawings:
• Use erasable colored pencil (not ink) for all markings on the Record Drawings,
conforming to the following color code:
• Additions - Red
• Deletions - Green
• Comments - Blue
• Dimensions - Graphite
• Provide the applicable reference for all entries, such as the change order
number, the request for information (RFI) number, or the approved shop
drawing number.
• Date all entries.
• Clearly identify all items in the entry with notes similar to those in the Contract
Drawings (such as pipe symbols, centerline elevations, materials, pipe joint
abbreviations, etc.).
The Contractor shall certify on the Record Drawings that said drawings are an
accurate depiction of built conditions, and in conformance with the requirements
detailed above. The Contractor shall submit final Record Drawings to the
Contracting Agency. Contracting Agency acceptance of the Record Drawings is one
of the requirements for achieving Physical Completion.
Payment will be made for the following bid item:
Record Drawings
(Minimum Bid $500.00)
Lump Sum
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Payment for this item will be made on a prorated monthly basis for work completed in
accordance with this section up to 75% of the lump sum bid. The final 25% of the
lump sum item will be paid upon submittal and approval of the completed Record
Drawings set prepared in conformance with these Special Provisions.
A minimum bid amount has been entered in the Bid Proposal for this item. The
Contractor must bid at least that amount.
1-06 CONTROL OF MATERIAL
1-06.1(4) Fabrication Inspection Expense
(June 27, 2011 AWPA GSP)
Delete this section in its entirety.
1 -0 6.6 Recycled Materials
(January 4, 2016 APWA GSP)
Delete this section, including its subsections, and replace it with the following:
The Contractor shall make their best effort to utilize recycled materials in the
construction of the project. Approval of such material use shall be as detailed
elsewhere in the Standard Specifications.
Prior to Physical Completion the Contractor shall report the quantity of recycled
materials that were utilized in the construction of the project for each of the items
listed in Section 9-03.21. The report shall include hot mix asphalt, recycled concrete
aggregate, recycled glass, steel furnace slag and other recycled materials (e.g.
utilization of on-site material and aggregates from concrete returned to the supplier).
The Contractor’s report shall be provided on DOT form 350-075 Recycled Materials
Reporting.
1-07 LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC
1-07.1 Laws to be Observed
(October 1, 2005 APWA GSP)
Supplement this section with the following:
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, persons, including
employees, who may have been injured on the project site. Employees should not
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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.
1-07.2 State Taxes
Delete this section, including its sub-sections, in its entirety and replace it with the
following:
1-07.2 State Sales Tax
(June 27, 2011 APWA GSP)
The Washington State Department of Revenue has issued special rules on the State
sales tax. Sections 1-07.2(1) through 1-07.2(3) are meant to clarify those rules. The
Contractor should contact the 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(2) describes this exception.
The Contracting Agency will pay the retained percentage (or release the Contract
Bond if a FHWA-funded Project) 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 60.28.051). 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 State fund.
1-07.2(1) 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 a 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
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the purchase of the materials, equipment, or supplies used or consumed in doing the
work.
1-07.2(2) State Sales Tax — Rule 170
WAC 458-20-170, and its related rules, apply 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(3) Services
The Contractor shall not collect retail sales tax from the Contracting Agency on any
contract wholly for professional or other services (as defined in Washington State
Department of Revenue Rules 138 and 244).
1-07.9(5) Required Documents
(January 3, 2020 APWA GSP)
Delete this section and replace it with the following:
General
All “Statements of Intent to Pay Prevailing Wages”, “Affidavits of Wages Paid” and
Certified Payrolls, including a signed Statement of Compliance for Federal-aid
projects, shall be submitted to the Engineer and the State L&I online Prevailing
Wage Intent & Affidavit (PWIA) system.
Intents and Affidavits
On forms provided by the Industrial Statistician of State L&I, the Contractor shall
submit to the Engineer the following for themselves and for each firm covered under
RCW 39.12 that will or has provided Work and materials for the Contract:
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1. The approved “Statement of Intent to Pay Prevailing Wages” State L&I’s form
number F700-029-000. The Contracting Agency will make no payment under
this Contract until this statement has been approved by State L&I and
reviewed by the Engineer.
2. The approved “Affidavit of Prevailing Wages Paid”, State L&I’s form number
F700-007-000. The Contracting Agency will not grant Completion until all
approved Affidavit of Wages paid for the Contractor and all Subcontractors
have been received by the Engineer. The Contracting Agency will not release
to the Contractor any funds retained under RCW 60.28.011 until “Affidavit of
Prevailing Wages Paid” forms have been approved by State L&I and all of the
approved forms have been submitted to the Engineer for every firm that
worked on the Contract.
The Contractor is responsible for requesting these forms from State L&I and for
paying any fees required by State L&I.
Certified Payrolls
Certified payrolls are required to be submitted by the Contractor for themselves, all
Subcontractors and all lower tier subcontractors. The payrolls shall be submitted
weekly on all Federal-aid projects and no less than monthly on State funded projects.
Penalties for Noncompliance
The Contractor is advised, if these payrolls are not supplied within the prescribed
deadlines, any or all payments may be withheld until compliance is achieved. In
addition, failure to provide these payrolls may result in other sanctions as provided
by State laws (RCW 39.12.050) and/or Federal regulations (29 CFR 5.12).
1-07.18 Public Liability and Property Damage Insurance
Delete this section in its entirety, and replace it with the following:
1-07.18 Insurance
(January 4, 2016 APWA GSP)
1-07.18(1) General Requirements
A. The Contractor shall procure and maintain the insurance described in all subsections
of section 1-07.18 of these Special Provisions, from insurers with a current A. M.
Best rating of not less than A-: VII and licensed to do business in the State of
Washington. The Contracting Agency reserves the right to approve or reject the
insurance provided, based on the insurer’s financial condition.
B. The Contractor shall keep this insurance in force without interruption from the
commencement of the Contractor’s Work through the term of the Contract and for
thirty (30) days after the Physical Completion date, unless otherwise indicated below.
C. If any insurance policy is written on a claims made form, its retroactive date, and that
of all subsequent renewals, shall be no later than the effective date of this Contract.
The policy shall state that coverage is claims made, and state the retroactive date.
Claims-made form coverage shall be maintained by the Contractor for a minimum of
36 months following the Completion Date or earlier termination of this Contract, and
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the Contractor shall annually provide the Contracting Agency with proof of renewal.
If renewal of the claims made form of coverage becomes unavailable, or
economically prohibitive, the Contractor shall purchase an extended reporting period
(“tail”) or execute another form of guarantee acceptable to the Contracting Agency to
assure financial responsibility for liability for services performed.
D. The Contractor’s Automobile Liability, Commercial General Liability and Excess or
Umbrella Liability insurance policies shall be primary and non-contributory insurance
as respects the Contracting Agency’s insurance, self-insurance, or self-insured pool
coverage. Any insurance, self-insurance, or self-insured pool coverage maintained
by the Contracting Agency shall be excess of the Contractor’s insurance and shall
not contribute with it.
E. The Contractor shall provide the Contracting Agency and all additional insureds with
written notice of any policy cancellation, within two business days of their receipt of
such notice.
F. The Contractor shall not begin work under the Contract until the required insurance
has been obtained and approved by the Contracting Agency
G. 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.
H. 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.
1-07.18(2) Additional Insured
All insurance policies, with the exception of Workers Compensation, and of Professional
Liability and Builder’s Risk (if required by this Contract) shall name the following listed
entities as additional insured(s) using the forms or endorsements required herein:
the Contracting Agency and its officers, elected officials, employees, agents, and
volunteers
The above-listed entities shall be additional insured(s) for the full available limits of
liability maintained by the Contractor, irrespective of whether such limits maintained by
the Contractor are greater than those required by this Contract, and irrespective of
whether the Certificate of Insurance provided by the Contractor pursuant to 1-07.18(4)
describes limits lower than those maintained by the Contractor.
For Commercial General Liability insurance coverage, the required additional insured
endorsements shall be at least as broad as ISO forms CG 20 10 10 01 for ongoing
operations and CG 20 37 10 01 for completed operations.
1-07.18(3) Subcontractors
The Contractor shall cause each Subcontractor of every tier to provide insurance
coverage that complies with all applicable requirements of the Contractor-provided
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insurance as set forth herein, except the Contractor shall have sole responsibility for
determining the limits of coverage required to be obtained by Subcontractors.
The Contractor shall ensure that all Subcontractors of every tier add all entities listed in
1-07.18(2) as additional insureds, and provide proof of such on the policies as required
by that section as detailed in 1-07.18(2) using an endorsement as least as broad as ISO
CG 20 10 10 01 for ongoing operations and CG 20 37 10 01 for completed operations.
Upon request by the Contracting Agency, the Contractor shall forward to the Contracting
Agency evidence of insurance and copies of the additional insured endorsements of
each Subcontractor of every tier as required in 1-07.18(4) Verification of Coverage.
1-07.18(4) Verification of Coverage
The Contractor shall deliver to the Contracting Agency a Certificate(s) of Insurance and
endorsements for each policy of insurance meeting the requirements set forth herein
when the Contractor delivers the signed Contract for the work. Failure of Contracting
Agency to demand such verification of coverage with these insurance requirements or
failure of Contracting Agency to identify a deficiency from the insurance documentation
provided shall not be construed as a waiver of Contractor’s obligation to maintain such
insurance.
Verification of coverage shall include:
1. An ACORD certificate or a form determined by the Contracting Agency to be
equivalent.
2. Copies of all endorsements naming Contracting Agency and all other entities listed in
1-07.18(2) as additional insured(s), showing the policy number. The Contractor may
submit a copy of any blanket additional insured clause from its policies instead of a
separate endorsement.
3. Any other amendatory endorsements to show the coverage required herein.
4. A notation of coverage enhancements on the Certificate of Insurance shall not satisfy
these requirements – actual endorsements must be submitted.
Upon request by the Contracting Agency, the Contractor shall forward to the Contracting
Agency a full and certified copy of the insurance policy(s). If Builders Risk insurance is
required on this Project, a full and certified copy of that policy is required when the
Contractor delivers the signed Contract for the work.
1-07.18(5) Coverages and Limits
The insurance shall provide the minimum coverages and limits set forth below.
Contractor’s maintenance of insurance, its scope of coverage, and limits as required
herein shall not be construed to limit the liability of the Contractor to the coverage
provided by such insurance, or otherwise limit the Contracting Agency’s recourse to any
remedy available at law or in equity.
All deductibles and self-insured retentions must be disclosed and are subject to approval
by the Contracting Agency. The cost of any claim payments falling within the deductible
or self-insured retention shall be the responsibility of the Contractor. In the event an
additional insured incurs a liability subject to any policy’s deductibles or self-insured
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retention, said deductibles or self-insured retention shall be the responsibility of the
Contractor.
1-07.18(5)A Commercial General Liability
Commercial General Liability insurance shall be written on coverage forms at least as
broad as ISO occurrence form CG 00 01, including but not limited to liability arising from
premises, operations, stop gap liability, independent contractors, products-completed
operations, personal and advertising injury, and liability assumed under an insured
contract. There shall be no exclusion for liability arising from explosion, collapse or
underground property damage.
The Commercial General Liability insurance shall be endorsed to provide a per project
general aggregate limit, using ISO form CG 25 03 05 09 or an equivalent endorsement.
Contractor shall maintain Commercial General Liability Insurance arising out of the
Contractor’s completed operations for at least three years following Substantial
Completion of the Work.
Such policy must provide the following minimum limits:
$1,000,000 Each Occurrence
$2,000,000 General Aggregate
$2,000,000 Products & Completed Operations Aggregate
$1,000,000 Personal & Advertising Injury each offence
$1,000,000 Stop Gap / Employers’ Liability each accident
1-07.18(5)B Automobile Liability
Automobile Liability shall cover owned, non-owned, hired, and leased vehicles; and shall
be written on a coverage form at least as broad as ISO form CA 00 01. If the work
involves the transport of pollutants, the automobile liability policy shall include MCS 90
and CA 99 48 endorsements.
Such policy must provide the following minimum limit:
$1,000,000 Combined single limit each accident
1-07.18(5)C Workers’ Compensation
The Contractor shall comply with Workers’ Compensation coverage as required by the
Industrial Insurance laws of the State of Washington.
1-07.18(5)D Excess or Umbrella Liability
(January 4, 2016 APWA GSP)
The Contractor shall provide Excess or Umbrella Liability insurance with limits of not less
than 2 million each occurrence and annual aggregate. This excess or umbrella liability
coverage shall be excess over and as least as broad in coverage as the Contractor’s
Commercial General and Auto Liability insurance
All entities listed under 1-07.18(2) of these Special Provisions shall be named as
additional insureds on the Contractor’s Excess or Umbrella Liability insurance policy.
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This requirement may be satisfied instead through the Contractor’s primary Commercial
General and Automobile Liability coverages, or any combination thereof that achieves
the overall required limits of insurance.
1-07.18(5)E LHWCA Insurance
(January 4, 2016 APWA GSP)
If this Contract involves work on or adjacent to Navigable Waters of the United States,
the Contractor shall procure and maintain insurance coverage in compliance with the
statutory requirements of the U.S. Longshore and Harbor Workers' Compensation Act
(LHWCA).
Such policy must provide the following minimum limits:
$1,000,000 Bodily Injury by Accident – each accident
$1,000,000 Bodily Injury by Disease – each employee
$1,000,000 Bodily Injury by Disease – policy limits
1-07.18(5)F Protection & Indemnity Insurance Including Jones Act
(January 4, 2016 APWA GSP)
If this Contract involves marine activities, or work from a boat, vessel, or floating
platform, the Contractor shall procure and maintain Protection and Indemnity (P&I)
coverage including collision liability, injury to crew (Merchant Marine Act of 1920 - Jones
Act) and passengers, removal of wreck and liability for seepage, pollution, containment
and cleanup using form SP-23 or SP 38 or a form as least as broad.
All entities listed under 1-07.18(2) of these Special Provisions shall be named as
additional insureds on the Contractor’s Protection and Indemnity insurance policy.
Such policy must provide the following minimum limits:
$1,000,000 Bodily Injury by Accident – each accident or occurrence
$1,000,000 Bodily Injury by Disease – each employee
$1,000,000 Bodily Injury by Disease – policy limits
1-07.18(5)G Hull and Machinery
(January 4, 2016 APWA GSP)
If this Contract involves use of a boat, vessel, or floating platform, the Contractor shall
procure and maintain coverage at Market Value of vessel on American Institute Hull
Clauses, 6/2/77 form.
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1-07.23 Public Convenience and Safety
1-07.23(1) Construction Under Traffic
(May 2, 2017 APWA GSP)
Revise the third sentence of the second paragraph to read:
Accessibility to existing or temporary pedestrian push buttons shall not be impaired;
if approved by the Contracting Agency activating pedestrian recall timing or other
accommodation may be allowed during construction.
1-07.24 Rights of Way
(July 23, 2015 APWA GSP)
Delete this section and replace it with the following:
Street Right of Way lines, limits of easements, and limits of construction permits are
indicated in the Plans. 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 work. Exceptions to this are noted in the Bid Documents or will be brought to the
Contractor’s attention by a 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 may be 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 in the Plans. 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 has 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 or 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 Contractor.
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 to 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
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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.
1-08 PROSECUTION AND PROGRESS
Add the following new section:
1-08.0 Preliminary Matters
(May 25, 2006 APWA GSP)
Add the following new section:
1-08.0(1) Preconstruction Conference
(October 10, 2008 APWA GSP)
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 purpose of the preconstruction conference will be:
1. To review the initial progress schedule;
2. To establish a working understanding among the various parties associated or
affected by the work;
3. To establish and review procedures for progress payment, notifications,
approvals, submittals, etc.;
4. To establish normal working hours for the work;
5. To review safety standards and traffic control; and
6. To discuss such other related items as may be pertinent to the work.
The Contractor shall prepare and submit at the preconstruction conference the
following:
1. A breakdown of all lump sum items;
2. A preliminary schedule of working drawing submittals; and
3. A list of material sources for approval if applicable.
Add the following new section:
1-08.0(2) Hours of Work
(December 8, 2014 APWA GSP)
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Except in the case of emergency or unless otherwise approved by the Engineer, the
normal working hours for the Contract shall be any consecutive 8-hour or 12-hour
period Monday through Sunday, exclusive of a lunch break. Overnight hours will be
acceptable to help complete phase 1 (removal and replacement of concrete) within
the 5 working days. The phase 1 work must straddle a Saturday and Sunday once
the work has begun. If the Contractor desires different than the normal working hours
stated above, the request must be submitted in writing prior to the preconstruction
conference, subject to the provisions below. The working hours for the Contract
shall be established at or prior to the preconstruction conference.
All working hours and days are also subject to local permit and ordinance conditions
(such as noise ordinances).
If the Contractor wishes to deviate from the established working hours, the
Contractor shall submit a written request to the Engineer for consideration. This
request shall state what hours are being requested, and why. Requests shall be
submitted for review no later than 24 hours prior to the day(s) the Contractor is
requesting to change the hours.
If the Contracting Agency approves such a deviation, such approval may be subject
to certain other conditions, which will be detailed in writing. For example:
1. On non-Federal aid projects, requiring the Contractor to reimburse the
Contracting Agency for the costs in excess of straight-time costs for
Contracting Agency representatives who worked during such times. (The
Engineer may require designated representatives to be present during the
work. Representatives who may be deemed necessary by the Engineer
include, but are not limited to: survey crews; personnel from the Contracting
Agency’s material testing lab; inspectors; and other Contracting Agency
employees or third party consultants when, in the opinion of the Engineer,
such work necessitates their presence.)
2. Considering the work performed on Saturdays, Sundays, and holidays as
working days with regard to the contract time.
3. 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.
4. If a 4-10 work schedule is requested and approved the non working day for
the week will be charged as a working day.
5. If Davis Bacon wage rates apply to this Contract, all requirements must be
met and recorded properly on certified payroll
1-08.1 Subcontracting
(May 30, 2019 APWA GSP, Option B)
Delete the ninth paragraph, beginning with “On all projects, the Contractor shall
certify…”.
1-08.3(2)B Type B Progress Schedule
(March 13, 2012 APWA GSP)
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Revise the first paragraph to read:
The Contractor shall submit a preliminary Type B Progress Schedule at or prior to
the preconstruction conference. The preliminary Type B Progress Schedule shall
comply with all of these requirements and the requirements of Section 1-08.3(1),
except that it may be limited to only those activities occurring within the first 60-
working days of the project.
Revise the first sentence of the second paragraph to read:
The Contractor shall submit 2 copies of a Type B Progress Schedule depicting the
entire project no later than 7-calendar days after the preconstruction conference.
1-08.4 Prosecution of Work
Delete this section and replace it with the following:
1-08.4 Notice to Proceed and Prosecution of Work
(July 23, 2015 APWA GSP)
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. 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 traffic control devices in accordance
with 1-10.1(2). Upon construction of the fencing, the Contractor shall request the
Engineer to inspect the fence. No other work shall be performed on the site until the
Contracting Agency has accepted the installation of high visibility fencing, as
described in the Contract.
1-08.5 Time for Completion
(November 30, 2018 APWA GSP, Option B)
Revise the third and fourth paragraphs to read:
Contract time shall begin on the first working day following the Notice to Proceed
date. If the Contractor starts work on the project at an earlier date, then contract time
shall begin on the first working day when onsite work begins.
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Each working day shall be charged to the contract as it occurs, until the contract
work is physically complete. If substantial completion has been granted and all the
authorized working days have been used, charging of working days will cease. Each
week the Engineer will provide the Contractor a statement that shows the number of
working days: (1) charged to the contract the week before; (2) specified for the
physical completion of the contract; and (3) remaining for the physical completion of
the contract. The statement will also show the nonworking days and any partial or
whole day the Engineer declares as unworkable. Within 10 calendar days after the
date of each statement, the Contractor shall file a written protest of any alleged
discrepancies in it. To be considered by the Engineer, the protest shall be in
sufficient detail to enable the Engineer to ascertain the basis and amount of time
disputed. By not filing such detailed protest in that period, the Contractor shall be
deemed as having accepted the statement as correct. If the Contractor is approved
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.
Revise the sixth paragraph to read:
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 (per Section 1-07.9(5)).
b. Material Acceptance Certification Documents
c. Monthly Reports of Amounts Credited as DBE Participation, as required by
the Contract Provisions.
d. Final Contract Voucher Certification
e. Copies of the approved “Affidavit of Prevailing Wages Paid” for the Contractor
and all Subcontractors
f. A copy of the Notice of Termination sent to the Washington State Department
of Ecology (Ecology); the elapse of 30 calendar days from the date of receipt
of the Notice of Termination by Ecology; and no rejection of the Notice of
Termination by Ecology. This requirement will not apply if the Construction
Stormwater General Permit is transferred back to the Contracting Agency in
accordance with Section 8-01.3(16).
g. Property owner releases per Section 1-07.24
1-08.9 Liquidated Damages
(March 3, 2021 APWA GSP, Option A)
Replace Section 1-08.9 with the following:
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Time is of the essence of the Contract. Delays inconvenience the traveling public,
obstruct traffic, interfere with and delay commerce, and increase risk to Highway
users. Delays also cost tax payers undue sums of money, adding time needed for
administration, engineering, inspection, and supervision.
Accordingly, the Contractor agrees:
1. To pay liquidated damages in the amount of $5,000 for each working day
beyond the number of working days established for Physical Completion,
and
2. To authorize the Engineer to deduct these liquidated damages from any
money due or coming due to the Contractor.
When the Contract Work has progressed to Substantial Completion as defined in the
Contract, the Engineer may determine the Contract Work is Substantially Complete.
The Engineer will notify the Contractor in writing of the Substantial Completion Date.
For overruns in Contract time occurring after the date so established, liquidated
damages identified above will not apply. For overruns in Contract time occurring
after the Substantial Completion Date, liquidated damages shall be assessed on the
basis of direct engineering and related costs assignable to the project until the actual
Physical Completion Date of all the Contract Work. The Contractor shall complete
the remaining Work as promptly as possible. Upon request by the Project Engineer,
the Contractor shall furnish a written schedule for completing the physical Work on
the Contract.
Liquidated damages will not be assessed for any days for which an extension of time
is granted. No deduction or payment of liquidated damages will, in any degree,
release the Contractor from further obligations and liabilities to complete the entire
Contract.
1-09 MEASUREMENT AND PAYMENT
1-09.2(1) General Requirements for Weighing Equipment
(July 23, 2015 APWA GSP, Option 2)
Revise item 4 of the fifth paragraph to read:
4. Test results and scale weight records for each day’s hauling operations are
provided to the Engineer daily. Reporting shall utilize WSDOT form 422-027,
Scaleman’s Daily Report, unless the printed ticket contains the same information
that is on the Scaleman’s Daily Report Form. The scale operator must provide
AM and/or PM tare weights for each truck on the printed ticket.
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1-09.2(5) Measurement
(May 2, 2017 APWA GSP)
Revise the first paragraph to read:
Scale Verification Checks – At the Engineer’s discretion, the Engineer may perform
verification checks on the accuracy of each batch, hopper, or platform scale used in
weighing contract items of Work.
1-09.6 Force Account
(October 10, 2008 APWA GSP)
Supplement this section with the following:
The Contracting Agency 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 Contractor's total bid.
However, the Contracting Agency 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 Engineer.
1-09.7 Mobilization
(December 10, 2020 APWA GSP)
Delete this Section and replace it with the following:
Mobilization consists of preconstruction expenses and the costs of preparatory Work
and operations performed by the Contractor which occur before 10 percent of the
total original amount of an individual Bid Schedule is earned from other Contract
items on that Bid Schedule. Items which are not to be included in the item of
Mobilization include but are not limited to:
1. Any portion of the Work covered by the specific Contract item or incidental
Work which is to be included in a Contract item or items.
2. Profit, interest on borrowed money, overhead, or management costs.
3. Any costs of mobilizing equipment for force account Work.
Based on the lump sum Contract price for “Mobilization”, partial payments will be
made as follows:
1. When 5 percent of the total original Bid Schedule amount is earned from
other Contract items on that original Bid Schedule, excluding amounts paid
for materials on hand, 50 percent of the Bid Item for mobilization on that
original Bid Schedule, 5 percent of the total of that original Bid Schedule, or 5
percent of the total original Contract amount, whichever is the least, will be
paid.
2. When 10 percent of the total original Bid Schedule amount is earned from
other Contract items on that original Bid Schedule, excluding amounts paid
for materials on hand, 100 percent of the Bid Item for mobilization on that
original Bid Schedule, 10 percent of the total of that original Bid Schedule, or
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10 percent of the total original Contract amount, whichever is the least, will be
paid.
3. When the Substantial Completion Date has been established for the project,
payment of any remaining amount Bid for mobilization will be paid.
Nothing herein shall be construed to limit or preclude partial payments otherwise
provided by the Contract.
1-09.9 Payments
(March 13, 2012 APWA GSP)
Delete the first four paragraphs and replace them with the following:
The basis of payment will be the actual quantities of Work performed according to
the Contract and as specified for payment.
The Contractor shall submit a breakdown of the cost of lump sum bid items at the
Preconstruction Conference, to enable the Project Engineer to determine the Work
performed on a monthly basis. A breakdown is not required for lump sum items that
include a basis for incremental payments as part of the respective Specification.
Absent a lump sum breakdown, the Project Engineer will make a determination
based on information available. The Project Engineer’s determination of the cost of
work shall be final.
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 conference.
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
payments. 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 — based on the approved Contractor’s lump
sum breakdown for that item, or absent such a breakdown, based on the
Engineer’s determination.
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:
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1. Retainage per Section 1-09.9(1), on non FHWA-funded projects;
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. The determination of payments under the contract will be
final in accordance with Section 1-05.1.
1-09.11(3) Time Limitation and Jurisdiction
(November 30, 2018 APWA GSP)
Revise this section to read:
For the convenience of the parties to the Contract it is mutually agreed by the parties
that any claims or causes of action which the Contractor has against the Contracting
Agency arising from the Contract shall be brought within 180 calendar days from the
date of final acceptance (Section 1-05.12) of the Contract by the Contracting Agency;
and it is further agreed that any such claims or causes of action shall be brought only
in the Superior Court of the county where the Contracting Agency headquarters is
located, provided that where an action is asserted against a county, RCW 36.01.050
shall control venue and jurisdiction. The parties understand and agree that the
Contractor’s failure to bring suit within the time period provided, shall be a complete
bar to any such claims or causes of action. It is further mutually agreed by the parties
that when any claims or causes of action which the Contractor asserts against the
Contracting Agency arising from the Contract are filed with the Contracting Agency or
initiated in court, the Contractor shall permit the Contracting Agency to have timely
access to any records deemed necessary by the Contracting Agency to assist in
evaluating the claims or action.
1-09.13(3) Claims $250,000 or Less
(October 1, 2005 APWA GSP)
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 nonbinding 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
(November 30, 2018 APWA GSP)
Revise the third paragraph to read:
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 is located, provided that where claims subject to arbitration
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are asserted against a county, RCW 36.01.050 shall control venue and jurisdiction of
the Superior Court. 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.
TECHNICAL
SPECIFICATIONS
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TECHNICAL SPECIFICATIONS
TABLE OF CONTENTS
01000 FOD Prevention Controls
01160 General Requirements
01300 Airport Safety
Item C-100 Contractor Quality Control Program (CQCP)
Item C-102 Temporary Air and Water Pollution, Soil Erosion, and Siltation Control
Item C-105 Mobilization
Item P-101 Preparation/Removal of Existing Pavements
Item P-501 Cement Concrete Pavements
Item P-605 Joint Sealants for Pavements
Item P-621 Saw-Cut Grooves
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CENTURY WEST ENGINEERING 01000 FOD Prevention Controls - 1 of 2 JULY 2021 | #35022.002.02
Section 01000 FOD Prevention Controls
DESCRIPTION
01000-1 This item shall consist of providing manpower and equipment necessary to avoid the possibility
for FOD (foreign object debris) damage to aircraft. FOD present on an active runway, taxiway, shoulder,
ramp, road, or any other paved surfaces may result in aircraft damage from engine ingestion, engine blast
or any high-speed ground operation. To prevent such damage from occurring, FOD prevention controls
must be maintained throughout the duration of the contract period. FOD is considered to be objects/debris
of any visible size. Active aircraft surfaces shall be kept clean as work progresses and shall be free of FOD
as described above, before these surfaces are opened to aircraft operations.
EQUIPMENT
01000-2 Equipment shall include power brooms, hand tools, and other equipment as necessary to eliminate
FOD.
CONSTRUCTION
01000-3.1 FOD Control Plan. Procedures to be followed for purposes of preventing FOD shall be observed
with the maximum degree of effort. It shall be understood that unlike general “best effort” cleanup
requirements associated with typical construction projects, the FOD prevention controls are to be
considered a primary project objective. The Contractor shall review the safety and phasing requirements
carefully as presented in the project plans and specifications and submit a FOD Control Plan, for review
and acceptance by the Engineer, along with the contractor’s Safety Plan Compliance Document (SPCD).
The basic philosophy of the FOD Control Plan shall be to minimize the work necessary to remove debris
from aircraft movement areas by minimizing the source debris along immediate haul and access routes.
01000-3.2 FOD prevention requirements. Access/haul routes shall be confined strictly to the areas
designated on the Project Site Plan, Safety, Phasing, or Work Area Plan. These routes shall be confined to
the smallest possible area in order to limit the amount of sweeping and clean-up required. These routes shall
be marked clearly by the Contractor with signs and cones so vehicles will not stray from the designated
routes.
The Contractor shall return all aircraft movement areas to a clean, FOD-free state to the satisfaction of the
airport before re-opening those surfaces to aircraft traffic. FOD cleanup equipment and methods used by
the Contractor are subject to approval by the Engineer and/or Airport Staff. Equipment judged to be
unsuitable by the Engineer shall be replaced by the Contractor.
The Contractor shall provide signs, barricades, and cones to delineate clearly and confine access routes to
prevent vehicle and aircraft conflicts and to prevent FOD.
Whenever directed by the Engineer, the Contractor shall begin cleanup operations or shut down cleanup
operations already in progress. In the event the Airport or Engineer determines any active aircraft movement
area to be unusable due to construction generated debris, and if the Contractor is not on site, cleanup
equipment will be called to the airport and billed directly to the Contractor.
CENTURY WEST ENGINEERING 01000 FOD Prevention Controls - 2 of 2 JULY 2021 | #35022.002.02
MEASUREMENT AND PAYMENT
01000-4 Basis of measurement and payment. FOD Prevention Controls will be paid for at the contract
lump sum price for item “FOD Prevention Controls.” This price shall be full compensation for all labor,
equipment, tools, and incidentals necessary to complete the item.
END OF SECTION 01000
CENTURY WEST ENGINEERING 01160 General Requirements - 1 of 4 JULY 2021 | #35022.002.02
Section 01160 General Requirements
GENERAL SCOPE
01160-1.1 Location and Plans. The location of the work is at the Renton Municipal Airport, Renton,
Washington. For the purpose of this contract the terms Airport and Owner are considered the same.
The contract plans for this project consist of eight sheets entitled Renton Municipal Airport (RNT) –
Clayton Scott Field – Runway PCC Panel Repair Project.
01160-1.2 Airport Security. During the course of the contract, the Contractor shall be responsible for
maintaining security against unauthorized access to the Airport. The Contractor will be held responsible
for any fines, damages, or civil penalties filed against the Airport for the Contractor's failure to maintain
the regulations set forth herein.
The Contractor shall be fully responsible for compliance of all employees with the Airport security
program and following regulations and orders of the Airport management. These regulations may affect
identification requirements of employees and subcontractors, movement around the Airport, parking,
entry, and other circumstances affecting the safety or protection of persons or property. The security
requirements are subject to change at any time during the project without prior notice.
For the intent and purpose of these regulations, Air Operations Area (AOA) is construed to mean any area
used or intended to be used for takeoff, landing, or surface maneuvering of aircraft, and all other areas
restricted to public access on the field. Work boundaries within the Air Operations Area shall be
established as shown on the drawings. Only Contractor's employees are permitted in the work sites.
The term “gate” used herein shall mean any controlled, securable opening in the security fence. The
Contractor must enter and exit the Air Operations Area only through the gates designated by the
Engineer. Deliveries to work sites will be controlled by the Contractor or, if applicable, a security gate
guard (employed by the Contractor), who will record name and license of driver, vehicle license, and
times in and out. The Contractor shall keep the gates locked and secured at all times when not in use. The
Contractor shall account for Airport-issued keys in a manner approved by the Airport.
Within the Air Operations Area, all equipment, vehicle, and personnel travel shall be restricted to
designated work sites.
Only vehicles used for construction purposes shall enter the Air Operations Area. Contractor personnel
shall park their personal vehicles within a designated staging area.
FAA-approved orange and white checkered flags shall be provided by the Contractor on all vehicles and
equipment within the Airfield.
During night operations, each vehicle entering the Air Operations Area shall be equipped with a yellow
flashing light mounted on the roof of the cab. Headlights, taillights, and flashers shall be used for all
activities during these hours.
In the event of an emergency, personnel and equipment shall move immediately to the staging area.
01160-1.3 Environmental Codes and Regulations. If the Contractor must undertake additional work
due to the enactment of new or the amendment of existing statutes, ordinances and regulations dealing
with the prevention of the successful bid, the Airport will issue a supplemental agreement setting forth the
additional work that must be undertaken. The supplemental agreement shall not invalidate the contract
and there shall be, in addition to a reasonable extension of contract time, if necessary, a reasonable
adjustment in the contract price to compensate the successful bidder for all costs and expenses incurred,
including overhead and profits, as a result of the additional work.
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01160-1.4 Inspection and Testing. Contractor shall schedule quality assurance testing at least 48 hours
in advance of when he is ready for the test. In the event test results do not meet the specifications, any
cost for re-testing as may be required by the Engineer shall be at the Contractor's expense, charged at the
rate established in the Engineer's standard fee schedule.
01160-1.5 Contractor's Staging Area. An area (or areas) will be set aside on the Airport property for the
Contractor's use as a staging area for personnel, equipment, and materials. The Contractor shall obtain all
necessary building permits and operating licenses from local governmental agencies. The Engineer will
define the actual location in the field. The Contractor may install a security fence.
01160-1.6 Disposal of Waste Material. Concrete and other debris shall be disposed of offsite. Disposal
of waste materials shall be in accordance with governing agency safety, health, and other requirements.
01160-1.7 Fire Prevention and Protection. The Contractor shall perform all work in a fire-safe manner.
The Contractor shall comply with applicable local and State fire prevention regulations.
GENERAL CONSTRUCTION RESPONSIBILITIES AND PROCEDURES
01160-2.1 Haul Routes and Maintenance. The Contractor shall abide by prevailing legal load limit
regulations when hauling over airfield pavements and public roads. The Contractor shall perform all
necessary maintenance of haul routes during construction and shall perform all work as necessary to
restore the routes used by all his equipment to their original condition at the conclusion of construction.
New construction haul roads shall be obliterated and original vegetation re-established. Existing
roadways, runways, and taxiways shall be patched or overlaid at the Contractor’s expense, as necessary to
restore them.
Unsurfaced haul roads shall be sprinkled with water as necessary to prevent dust diffusion during the
course of the work.
All maintenance and restoration work shall be completed to the Engineer's satisfaction before final
payment is awarded. No direct payment will be made for this work.
01160-2.2 Cleanup. The Contractor shall at all times during the work keep the premises clean and orderly
and shall promptly remove all waste materials and rubbish. All directions from the Engineer and other
authorized public officials having jurisdiction over health and safety shall be obeyed. Areas to be opened
up to aircraft operations shall be swept thoroughly clean with power broom equipment. Any debris
resisting sweeping shall be removed by hand labor or other suitable means.
01160-2.3 Blasting. The Airport facilities must be able to maintain radio transmission operations at all
times. The Contractor shall use detonating devices that will safely allow radio transmission from these
facilities.
The Contractor shall notify the Engineer, both twenty-four (24) hours and one (1) hour before any
blasting is done.
WORK PROGRESS SCHEDULE
01160-3.1 Scope. The work specified in this subsection includes planning, scheduling, and reporting that
is required to be performed by the Contractor.
01160-3.2 Preconstruction Conference. A preconstruction conference will be held at the Airport before
Notice to Proceed is issued. The conference shall be attended at a minimum by the Contractor’s project
manager and superintendent, and representatives of all subcontracting firms that will provide five percent
(5%) or more of the total value of the project. A copy of the Contractor’s anticipated construction
schedule shall be submitted to the Engineer at least 5 days prior to the preconstruction conference. The
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Contractor shall be prepared to discuss details of how construction will progress, how they expect to
conduct their operations, and discuss operational and safety requirements associated with the work.
01160-3.3 Coordination Meetings. Coordination meetings will be held on a weekly basis, or more often
if necessary, to communicate work efforts between the Engineer, the Airport and the Contractor. The
Resident Engineer will schedule the meetings with attendance required by at least one person from each
organization.
END OF SECTION 01160
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CENTURY WEST ENGINEERING 01300 Airport Safety - 1 of 4 JULY 2021 | #35022.002.02
Section 01300 Airport Safety
DESCRIPTION
01300-1 This specification outlines safety procedures and regulations to be followed by the
Contractor during the course of this work. The work item “Temporary Flagging, Marking and
Signing” shall consist of furnishing, installing, and removing temporary marking, signing, lighting,
temporary fencing, and barricades required during the course of this work. All work shall be in
conformance with the most current version of FAA Advisory Circular 150/5370-2 (latest edition)
“Operational Safety on Airports During Construction”, and the “Manual of Uniform Traffic Control.”
The Contractor shall provide, erect, and maintain all necessary protection of the work and the safety
of the public for both land and air traffic. Suitable warning signs and barricades, illuminated at night,
shall be provided.
In order to protect air traffic against turning off of active runways or taxiways into construction areas,
barricades shall be placed at the locations as shown on the plans, or as described in the Construction
Safety and Phasing Plan (CSPP) or as directed by the Engineer.
The Contractor shall place, service, and maintain Airport-provided lighted runway closure crosses
during the closure of the runway. Maintenance of the lighted closure crosses includes fueling, changes
of engine oil and additional maintenance, as needed. The Contractor shall anticipate maintenance and
service of two closure crosses.
GENERAL REQUIREMENTS
01300-2 A Construction Safety and Phasing Plan (CSPP) has been developed by the Owner to mitigate
the adverse impacts of construction on aeronautical operations on the airport. Strict adherence to the
provisions of the CSPP by all personnel assigned to or visiting the construction site is mandatory for
all construction projects. When an Airport safety item is covered by more than one section in the
contract documents, the Contractor shall adhere to the more stringent requirements for each safety item.
In the event contractor activities are not in conformance with the provisions of the CSPP, the contractor
shall immediately cease those operations involved in the violation of the provisions of the construction
operations plan and conduct a safety meeting. The owner may direct the contractor, in writing, to
immediately cease those operations involved in the violation of the provisions of the construction
operations plan. The contractor shall not resume construction operations until an appropriate action is
taken as determined by the Owner. Costs associated with work stoppages or additional meetings
required due to the violations of the safety plans shall be paid by the Contractor. Contract time and
liquidated damages will apply to periods or work stoppage related to safety plan violations.
MATERIALS
01300-3.1 General. All barricades with flashing lights shall be inspected and tested each day, prior
to project shut down to verify operation during nighttime usage. All barricade types shall be checked
daily by the Contractor to ensure they are functioning as intended, including periods of time when
work is not occurring or temporarily suspended.
The Contractor shall designate a person or persons who will be available 24 hours per day should
any of the barricades, closure markers, or other safety measures fail. This person/persons shall be
capable of immediately dispatching to the site for making repairs or adjustments as needed.
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At no time will the Contractor, the Contractor’s employees, or subcontractors be given authorization
to enter an active runway, or taxiway unless they are being escorted by Airport Operations or the
Resident Engineer. Hauling across active runways, taxiways, or aprons shall not be permitted.
01300-3.2 Barricades and Tubular Markers. Tubular Markers shall be a minimum of 28” high
and a maximum of 42” high, with a weighted bottom to prevent overturning due to wind or prop
wash. They shall be florescent orange with at least two white reflective bands providing full 360
degree visibility and shall have a flashing red light attached to the top.
Barricades shall be Type I, “A” frame style barricades and shall have a flashing red light attached.
Barricades shall be weighted to prevent overturning due to wind and prop wash.
Barricades or tubular markers shall be used to delineate “off pavement” construction work area
boundaries, safety areas or other limits as directed by the engineer. Use barricades or tubular markers
“on pavement” only when directed by the Engineer. Maximum barricade/tubular marker spacing
shall be 10 feet. The Contractor shall furnish, arrange and otherwise maintain a sufficient number of
barricades or tubular markers to complete the work.
01300-3.3 Low Level Barricades. Low level barricades shall have nominal dimensions of 10”H x
96”L x 10”W, shall be specifically designed for airport use and shall be equipped with pins or
connectors so that a “string” of barricades can be formed. They shall be weighted with water or sand
as ballast. The low level barricades shall be in conformance with FAA AC 150/5370-2 (latest
version). Low level barricades shall have diagonal striped, alternating, orange/white high reflective
sheeting on both sides of the barricade, and two battery or solar powered flashing red lights. If solar
powered lights are used, the contractor shall ensure that they are “on” during periods of low visibility,
during daylight hours.
Low level barricades shall be used to delineate “on pavement” work area limits, safety areas, or other
boundaries as directed by the engineer. When in place, low level barricades shall form a continuous
“string” across the designated boundary. The Contractor shall furnish, arrange and otherwise
maintain a sufficient number of low level barricades to complete the work.
01300-3.4 Portable Lighted Runway Closure Markers (Crosses). The Airport-provided portable
lighted runway closure markings (crosses) shall be placed at the end of runway pavement for the
duration of runway closures. The closure markers shall be L-893 portable runway closure markers in
conformance with FAA AC 150/5345-55 (latest version), and manufactured by an approved
manufacturer as listed in FAA AC 150/5345-53 (latest version), Appendix 3 Addendum. The
Contractor shall maintain and service the closure crosses during the project. This includes fueling
and changing of oil, including oil filter, and replacing the light bulbs, as needed. Perform additional
maintenance as described in the closing cross O & M Manual.
01300-3.5 Airport Radios. Airport radios shall be VHF Air Band Transceivers, as manufactured by
ICOM, Model IC-A16, or equal. Radios shall be supplied with a compatible wall charge unit, and a
vehicle “cigarette lighter” style plug in charger. The contractor shall provide two (2) radios for use
on the project.
The contractor shall designate one lead person to monitor the Airport UNICOM frequency at all
times during construction operations in each Work Area. The person shall be familiar with
construction vehicular movements, operations and airport layout. The contractor shall allow time for
proper training of airport radio communications with the Owner prior to the start of construction.
At no time will the Contractor, the Contractor’s employees, or subcontractors be given authorization
to enter an active runway, or taxiway unless they are being escorted by Airport Operations or the
Resident Engineer. Hauling across active runways, taxiways, or aprons shall not be permitted.
01300-3.6 Temporary Marking and Signing. The Contractor shall install temporary closing
crosses, lights, lenses, traffic control devices, temporary threshold markings, and other temporary
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markings, temporary fencing, barricades and signs required during the course of this contract. The
temporary markings shall conform to applicable Federal Aviation Administration markings and shall
be constructed of materials approved by the Engineer.
MEASUREMENT AND PAYMENT
01300-4.1 Temporary Flagging, Marking and Signing. Temporary Flagging, Marking and Signing
will be paid for at the contract lump sum price for item “Temporary Flagging, Marking, and Signing”.
This price shall be full compensation for furnishing and maintenance of flaggers, radio operators,
radio operator guards, temporary fencing, low level barricades, tubular markers, lights, lenses,
runway closure markers, temporary signs and markings, for maintenance of those items during the
work, any necessary relocation and for all labor, equipment, tools, and incidentals necessary to
complete the item.
END OF SECTION 01300
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CENTURY WEST ENGINEERING C-100 Contractor Quality Control Program (CQCP) - 1 of 8 JULY 2021 | #35022.002.02
Item C-100 Contractor Quality Control Program (CQCP)
100-1 General. The Contractor shall establish, provide, and maintain an effective Contractor Quality
Control Program (CQCP) that details the methods and procedures that will be taken to assure that all
materials and completed construction required by this contract conform to contract plans, technical
specifications and other requirements, whether manufactured by the Contractor, or procured from
subcontractors or vendors. Although guidelines are established and certain minimum requirements are
specified here and elsewhere in the contract technical specifications, the Contractor shall assume full
responsibility for accomplishing the stated purpose.
The Contractor shall establish a CQCP that will:
a.Provide qualified personnel to develop and implement the CQCP.
b.Provide for the production of acceptable quality materials.
c.Provide sufficient information to assure that the specification requirements can be met.
d.Document the CQCP process.
The Contractor shall not begin any construction or production of materials to be incorporated into the
completed work until the CQCP has been reviewed and approved by the Resident Project Representative
(RPR). No partial payment will be made for materials subject to specific quality control (QC)
requirements until the CQCP has been reviewed and approved.
The QC requirements contained in this section and elsewhere in the contract technical specifications are
in addition to and separate from the quality assurance (QA) testing requirements. QA testing requirements
are the responsibility of the RPR or Contractor as specified in the specifications.
A Quality Control (QC)/Quality Assurance (QA) workshop with the Engineer, Resident Project
Representative (RPR), Contractor, subcontractors, testing laboratories, and Owner’s representative must
be held prior to start of construction. The QC/QA workshop will be facilitated by the Contractor. The
Contractor shall coordinate with the Airport and the RPR on time and location of the QC/QA workshop.
Items to be addressed, at a minimum, will include:
a. Review of the CQCP including submittals, QC Testing, Action & Suspension Limits for
Production, Corrective Action Plans, Distribution of QC reports, and Control Charts.
b. Discussion of the QA program.
c. Discussion of the QC and QA Organization and authority including coordination and information
exchange between QC and QA.
d. Establish regular meetings to discuss control of materials, methods and testing.
e. Establishment of the overall QC culture.
100-2 Description of program.
a. General description. The Contractor shall establish a CQCP to perform QC inspection and testing
of all items of work required by the technical specifications, including those performed by subcontractors.
The CQCP shall ensure conformance to applicable specifications and plans with respect to materials, off-
site fabrication, workmanship, construction, finish, and functional performance. The CQCP shall be
effective for control of all construction work performed under this Contract and shall specifically include
surveillance and tests required by the technical specifications, in addition to other requirements of this
section and any other activities deemed necessary by the Contractor to establish an effective level of QC.
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b. Contractor Quality Control Program (CQCP). The Contractor shall describe the CQCP in a
written document that shall be reviewed and approved by the RPR prior to the start of any production,
construction, or off-site fabrication. The written CQCP shall be submitted to the RPR for review and
approval at least 10 calendar days before the CQCP Workshop. The Contractor’s CQCP and QC testing
laboratory must be approved in writing by the RPR prior to the Notice to Proceed (NTP).
The CQCP shall be organized to address, as a minimum, the following:
1. QC organization and resumes of key staff
2. Project progress schedule
3. Submittals schedule
4. Inspection requirements
5. QC testing plan
6. Documentation of QC activities and distribution of QC reports
7. Requirements for corrective action when QC and/or QA acceptance criteria are not met
8. Material quality and construction means and methods. Address all elements applicable to the
project that affect the quality of the pavement structure including subgrade, subbase, base,
and surface course. Some elements that must be addressed include, but is not limited to mix
design, aggregate grading, stockpile management, mixing and transporting, placing and
finishing, quality control testing and inspection, smoothness, laydown plan, equipment, and
temperature management plan.
The Contractor must add any additional elements to the CQCP that is necessary to adequately control all
production and/or construction processes required by this contract.
100-3 CQCP organization. The CQCP shall be implemented by the establishment of a QC organization.
An organizational chart shall be developed to show all QC personnel, their authority, and how these
personnel integrate with other management/production and construction functions and personnel.
The organizational chart shall identify all QC staff by name and function, and shall indicate the total staff
required to implement all elements of the CQCP, including inspection and testing for each item of work.
If necessary, different technicians can be used for specific inspection and testing functions for different
items of work. If an outside organization or independent testing laboratory is used for implementation of
all or part of the CQCP, the personnel assigned shall be subject to the qualification requirements of
paragraphs 100-03a and 100-03b. The organizational chart shall indicate which personnel are Contractor
employees and which are provided by an outside organization.
The QC organization shall, as a minimum, consist of the following personnel:
a. Program Administrator. The Contractor Quality Control Program Administrator (CQCPA) must
be a full-time employee of the Contractor, or a consultant engaged by the Contractor. The CQCPA must
have a minimum of five (5) years of experience in QC pavement construction with prior QC experience
on a project of comparable size and scope as the contract.
Included in the five (5) years of paving/QC experience, the CQCPA must meet at least one of the
following requirements:
(1) Professional Engineer with one (1) year of airport paving experience.
(2) Engineer-in-training with two (2) years of airport paving experience.
(3) National Institute for Certification in Engineering Technologies (NICET) Civil Engineering
Technology Level IV with three (3) years of airport paving experience.
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(4) An individual with four (4) years of airport paving experience, with a Bachelor of Science
Degree in Civil Engineering, Civil Engineering Technology or Construction.
The CQCPA must have full authority to institute any and all actions necessary for the successful
implementation of the CQCP to ensure compliance with the contract plans and technical specifications.
The CQCPA authority must include the ability to immediately stop production until materials and/or
processes are in compliance with contract specifications. The CQCPA must report directly to a principal
officer of the construction firm. The CQCPA may supervise the Quality Control Program on more than
one project provided that person can be at the job site within two (2) hours after being notified of a
problem.
b. QC technicians. A sufficient number of QC technicians necessary to adequately implement the
CQCP must be provided. These personnel must be either Engineers, engineering technicians, or
experienced craftsman with qualifications in the appropriate field equivalent to NICET Level II in Civil
Engineering Technology or higher, and shall have a minimum of two (2) years of experience in their area
of expertise.
The QC technicians must report directly to the CQCPA and shall perform the following functions:
(1) Inspection of all materials, construction, plant, and equipment for conformance to the
technical specifications, and as required by paragraph 100-6.
(2) Performance of all QC tests as required by the technical specifications and paragraph100-8.
(3) Performance of tests for the RPR when required by the technical specifications.
Certification at an equivalent level of qualification and experience by a state or nationally recognized
organization will be acceptable in lieu of NICET certification.
c. Staffing levels. The Contractor shall provide sufficient qualified QC personnel to monitor each
work activity at all times. Where material is being produced in a plant for incorporation into the work,
separate plant and field technicians shall be provided at each plant and field placement location. The
scheduling and coordinating of all inspection and testing must match the type and pace of work activity.
The CQCP shall state where different technicians will be required for different work elements.
100-4 Project progress schedule. Critical QC activities must be shown on the project schedule as
required by Section 80, paragraph 80-03, Execution and Progress.
100-5 Submittals schedule. The Contractor shall submit a detailed listing of all submittals (for example,
mix designs, material certifications) and shop drawings required by the technical specifications. The
listing can be developed in a spreadsheet format and shall include as a minimum:
a. Specification item number
b. Item description
c. Description of submittal
d. Specification paragraph requiring submittal
e. Scheduled date of submittal
100-6 Inspection requirements. QC inspection functions shall be organized to provide inspections for all
definable features of work, as detailed below. All inspections shall be documented by the Contractor as
specified by paragraph 100-9.
Inspections shall be performed as needed to ensure continuing compliance with contract requirements
until completion of the particular feature of work. Inspections shall include the following minimum
requirements:
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a. During plant operation for material production, QC test results and periodic inspections shall be
used to ensure the quality of aggregates and other mix components, and to adjust and control mix
proportioning to meet the approved mix design and other requirements of the technical specifications. All
equipment used in proportioning and mixing shall be inspected to ensure its proper operating condition.
The CQCP shall detail how these and other QC functions will be accomplished and used.
b. During field operations, QC test results and periodic inspections shall be used to ensure the quality
of all materials and workmanship. All equipment used in placing, finishing, and compacting shall be
inspected to ensure its proper operating condition and to ensure that all such operations are in
conformance to the technical specifications and are within the plan dimensions, lines, grades, and
tolerances specified. The CQCP shall document how these and other QC functions will be accomplished
and used.
100-7 Contractor QC testing facility.
a. For projects that include Item P-401, Item P-403, and Item P-404, the Contractor shall ensure
facilities, including all necessary equipment, materials, and current reference standards, are provided that
meet requirements in the following paragraphs of ASTM D3666, Standard Specification for Minimum
Requirements for Agencies Testing and Inspecting Road and Paving Materials:
8.1.3 Equipment Calibration and Checks;
8.1.9 Equipment Calibration, Standardization, and Check Records;
8.1.12 Test Methods and Procedures
b. For projects that include P-501, the Contractor shall ensure facilities, including all necessary
equipment, materials, and current reference standards, are provided that meet requirements in the
following paragraphs of ASTM C1077, Standard Practice for Agencies Testing Concrete and Concrete
Aggregates for Use in Construction and Criteria for Testing Agency Evaluation:
7 Test Methods and Procedures
8 Facilities, Equipment, and Supplemental Procedures
100-8 QC testing plan. As a part of the overall CQCP, the Contractor shall implement a QC testing plan,
as required by the technical specifications. The testing plan shall include the minimum tests and test
frequencies required by each technical specification Item, as well as any additional QC tests that the
Contractor deems necessary to adequately control production and/or construction processes.
The QC testing plan can be developed in a spreadsheet fashion and shall, as a minimum, include the
following:
a. Specification item number (e.g., P-401)
b. Item description (e.g., Hot Mix Asphalt Pavements)
c. Test type (e.g., gradation, grade, asphalt content)
d. Test standard (e.g., ASTM or American Association of State Highway and Transportation Officials
(AASHTO) test number, as applicable)
e. Test frequency (e.g., as required by technical specifications or minimum frequency when
requirements are not stated)
f. Responsibility (e.g., plant technician)
g. Control requirements (e.g., target, permissible deviations)
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The QC testing plan shall contain a statistically-based procedure of random sampling for acquiring test
samples in accordance with ASTM D3665. The RPR shall be provided the opportunity to witness QC
sampling and testing.
All QC test results shall be documented by the Contractor as required by paragraph 100-9.
100-9 Documentation. The Contractor shall maintain current QC records of all inspections and tests
performed. These records shall include factual evidence that the required QC inspections or tests have
been performed, including type and number of inspections or tests involved; results of inspections or
tests; nature of defects, deviations, causes for rejection, etc.; proposed remedial action; and corrective
actions taken.
These records must cover both conforming and defective or deficient features, and must include a
statement that all supplies and materials incorporated in the work are in full compliance with the terms of
the contract. Legible copies of these records shall be furnished to the RPR daily. The records shall cover
all work placed subsequent to the previously furnished records and shall be verified and signed by the
CQCPA.
Contractor QC records required for the contract shall include, but are not necessarily limited to, the
following records:
a. Daily inspection reports. Each Contractor QC technician shall maintain a daily log of all
inspections performed for both Contractor and subcontractor operations. These technician’s daily reports
shall provide factual evidence that continuous QC inspections have been performed and shall, as a
minimum, include the following:
(1) Technical specification item number and description
(2) Compliance with approved submittals
(3) Proper storage of materials and equipment
(4) Proper operation of all equipment
(5) Adherence to plans and technical specifications
(6) Summary of any necessary corrective actions
(7) Safety inspection.
(8) Photographs and/or video
The daily inspection reports shall identify all QC inspections and QC tests conducted, results of
inspections, location and nature of defects found, causes for rejection, and remedial or corrective actions
taken or proposed.
The daily inspection reports shall be signed by the responsible QC technician and the CQCPA. The RPR
shall be provided at least one copy of each daily inspection report on the work day following the day of
record. When QC inspection and test results are recorded and transmitted electronically, the results must
be archived.
b. Daily test reports. The Contractor shall be responsible for establishing a system that will record
all QC test results. Daily test reports shall document the following information:
(1) Technical specification item number and description
(2) Test designation
(3) Location
(4) Date of test
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(5) Control requirements
(6) Test results
(7) Causes for rejection
(8) Recommended remedial actions
(9) Retests
Test results from each day’s work period shall be submitted to the RPR prior to the start of the next day’s
work period. When required by the technical specifications, the Contractor shall maintain statistical QC
charts. When QC daily test results are recorded and transmitted electronically, the results must be
archived.
100-10 Corrective action requirements. The CQCP shall indicate the appropriate action to be taken
when a process is deemed, or believed, to be out of control (out of tolerance) and detail what action will
be taken to bring the process into control. The requirements for corrective action shall include both
general requirements for operation of the CQCP as a whole, and for individual items of work contained in
the technical specifications.
The CQCP shall detail how the results of QC inspections and tests will be used for determining the need
for corrective action and shall contain clear rules to gauge when a process is out of control and the type of
correction to be taken to regain process control.
When applicable or required by the technical specifications, the Contractor shall establish and use
statistical QC charts for individual QC tests. The requirements for corrective action shall be linked to the
control charts.
100-11 Inspection and/or observations by the RPR. All items of material and equipment are subject to
inspection and/or observation by the RPR at the point of production, manufacture or shipment to
determine if the Contractor, producer, manufacturer or shipper maintains an adequate QC system in
conformance with the requirements detailed here and the applicable technical specifications and plans. In
addition, all items of materials, equipment and work in place shall be subject to inspection and/or
observation by the RPR at the site for the same purpose.
Inspection and/or observations by the RPR does not relieve the Contractor of performing QC inspections
of either on-site or off-site Contractor’s or subcontractor’s work.
100-12 Noncompliance.
a. The Resident Project Representative (RPR) will provide written notice to the Contractor of any
noncompliance with their CQCP. After receipt of such notice, the Contractor must take corrective action.
b. When QC activities do not comply with either the CQCP or the contract provisions or when the
Contractor fails to properly operate and maintain an effective CQCP, and no effective corrective actions
have been taken after notification of non-compliance, the RPR will recommend the Owner take the
following actions:
(1) Order the Contractor to replace ineffective or unqualified QC personnel or subcontractors
and/or
(2) Order the Contractor to stop operations until appropriate corrective actions are taken.
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METHOD OF MEASUREMENT
100-13 Basis of measurement and payment. Contractor Quality Control Program (CQCP) is for the
personnel, tests, facilities and documentation required to implement the CQCP. The CQCP will be paid as
a lump sum with the following schedule of partial payments:
a. With first pay request, 25% with approval of CQCP and completion of the Quality Control
(QC)/Quality Assurance (QA) workshop.
b. When 50% or more of the original contract is earned, an additional 60%.
c. After final inspection and acceptance of project, the final 15%.
BASIS OF PAYMENT
100-14 Payment will be made under:
Item C-100 Contractor Quality Control Program – Lump Sum
REFERENCES
The publications listed below form a part of this specification to the extent referenced. The publications
are referred to within the text by the basic designation only.
National Institute for Certification in Engineering Technologies (NICET)
ASTM International (ASTM)
ASTM C1077 Standard Practice for Agencies Testing Concrete and Concrete
Aggregates for Use in Construction and Criteria for Testing Agency
Evaluation
ASTM D3665 Standard Practice for Random Sampling of Construction Materials
ASTM D3666 Standard Specification for Minimum Requirements for Agencies Testing
and Inspecting Road and Paving Materials
END OF ITEM C-100
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CENTURY WEST ENGINEERING C-102 Erosion Control - 1 of 4 JUNE 2021 | #35022.002.02
Item C-102 Temporary Air and Water Pollution, Soil Erosion, and Siltation Control
DESCRIPTION
102-1. This item shall consist of temporary control measures as shown on the plans or as ordered by the
Resident Project Representative (RPR) during the life of a contract to control pollution of air and water,
soil erosion, and siltation through the use of silt fences, berms, dikes, dams, sediment basins, fiber mats,
gravel, mulches, grasses, slope drains, and other erosion control devices or methods.
Temporary erosion control shall be in accordance with the approved erosion control plan; the approved
Construction Safety and Phasing Plan (CSPP) and AC 150/5370-2, Operational Safety on Airports
During Construction. The temporary erosion control measures contained herein shall be coordinated with
the permanent erosion control measures specified as part of this contract to the extent practical to assure
economical, effective, and continuous erosion control throughout the construction period.
Temporary control may include work outside the construction limits such as borrow pit operations,
equipment and material storage sites, waste areas, and temporary plant sites.
Temporary control measures shall be designed, installed and maintained to minimize the creation of
wildlife attractants that have the potential to attract hazardous wildlife on or near public-use airports.
MATERIALS
102-2.1 Grass. Grass that will not compete with the grasses sown later for permanent cover. The grass
shall be a quick-growing species (such as ryegrass, Italian ryegrass, or cereal grasses) suitable to the area
providing a temporary cover. Selected grass species shall not create a wildlife attractant. The grass shall
be selected from an approved Washington DOT mix.
102-2.2 Mulches. Mulches may be hay, straw, fiber mats, netting, bark, wood chips, or other suitable
material reasonably clean and free of noxious weeds and deleterious materials. Mulches shall not create a
wildlife attractant and shall conform to Washington DOT specifications.
102-2.3 Fertilizer. Fertilizer shall be a standard commercial grade and shall conform to all federal and
state regulations and to the standards of the Association of Official Agricultural Chemists.
102-2.4 Slope drains. Slope drains may be constructed of pipe, fiber mats, rubble, concrete, asphalt, or
other materials that will adequately control erosion.
102-2.5 Silt fence. Silt fence shall consist of polymeric filaments which are formed into a stable network
such that filaments retain their relative positions. Synthetic filter fabric shall contain ultraviolet ray
inhibitors and stabilizers to provide a minimum of six months of expected usable construction life. Silt
fence shall meet the requirements of ASTM D6461.
102-2.6 Other. All other materials shall meet commercial grade standards and shall be approved by the
RPR before being incorporated into the project.
CONSTRUCTION REQUIREMENTS
102-3.1 General. In the event of conflict between these requirements and pollution control laws, rules, or
regulations of other federal, state, or local agencies, the more restrictive laws, rules, or regulations shall
apply.
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The RPR shall be responsible for assuring compliance to the extent that construction practices,
construction operations, and construction work are involved.
102-3.2 Schedule. Prior to the start of construction, the Contractor shall submit schedules in accordance
with the approved Construction Safety and Phasing Plan (CSPP) and the plans for accomplishment of
temporary and permanent erosion control work for clearing and grubbing; grading; construction; paving;
and structures at watercourses. The Contractor shall also submit a proposed method of erosion and dust
control on haul roads and borrow pits and a plan for disposal of waste materials. Work shall not be started
until the erosion control schedules and methods of operation for the applicable construction have been
accepted by the RPR.
102-3.3 Construction details. The Contractor will be required to incorporate all permanent erosion
control features into the project at the earliest practicable time as outlined in the plans and approved
CSPP. Except where future construction operations will damage slopes, the Contractor shall perform the
permanent seeding and mulching and other specified slope protection work in stages, as soon as
substantial areas of exposed slopes can be made available. Temporary erosion and pollution control
measures will be used to correct conditions that develop during construction that were not foreseen during
the design stage; that are needed prior to installation of permanent control features; or that are needed
temporarily to control erosion that develops during normal construction practices, but are not associated
with permanent control features on the project.
Where erosion may be a problem, schedule and perform clearing and grubbing operations so that grading
operations and permanent erosion control features can follow immediately if project conditions permit.
Temporary erosion control measures are required if permanent measures cannot immediately follow
grading operations. The RPR shall limit the area of clearing and grubbing, excavation, borrow, and
embankment operations in progress, commensurate with the Contractor’s capability and progress in
keeping the finish grading, mulching, seeding, and other such permanent control measures current with
the accepted schedule. If seasonal limitations make such coordination unrealistic, temporary erosion
control measures shall be taken immediately to the extent feasible and justified as directed by the RPR.
The Contractor shall provide immediate permanent or temporary pollution control measures to minimize
contamination of adjacent streams or other watercourses, lakes, ponds, or other areas of water
impoundment as directed by the RPR. If temporary erosion and pollution control measures are required
due to the Contractor’s negligence, carelessness, or failure to install permanent controls as a part of the
work as scheduled or directed by the RPR, the work shall be performed by the Contractor and the cost
shall be incidental to this item.
The RPR may increase or decrease the area of erodible earth material that can be exposed at any time
based on an analysis of project conditions.
The erosion control features installed by the Contractor shall be maintained by the Contractor during the
construction period.
Provide temporary structures whenever construction equipment must cross watercourses at frequent
intervals. Pollutants such as fuels, lubricants, bitumen, raw sewage, wash water from concrete mixing
operations, and other harmful materials shall not be discharged into any waterways, impoundments or into
natural or manmade channels.
102-3.4 Installation, maintenance and removal of silt fence. Silt fences shall extend a minimum of 16
inches (41 cm) and a maximum of 34 inches (86 cm) above the ground surface. Posts shall be set no more
than 10 feet (3 m) on center. Filter fabric shall be cut from a continuous roll to the length required
minimizing joints where possible. When joints are necessary, the fabric shall be spliced at a support post
with a minimum 12-inch (300-mm) overlap and securely sealed. A trench shall be excavated
approximately 4 inches (100 mm) deep by 4 inches (100 mm) wide on the upslope side of the silt fence.
The trench shall be backfilled and the soil compacted over the silt fence fabric. The Contractor shall
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remove and dispose of silt that accumulates during construction and prior to establishment of permanent
erosion control. The fence shall be maintained in good working condition until permanent erosion control
is established. Silt fence shall be removed upon approval of the RPR.
METHOD OF MEASUREMENT
102-4.1 Temporary erosion and pollution control work required will be performed as scheduled or
directed by the RPR. Completed and accepted work will be measured as follows:
a.The cost for erosion control measures as necessary shall be included and paid for in the contract
bid item “Temporary Erosion Control.” The bid item “Temporary Erosion Control” is set and
listed at a predetermined, stipulated price. If necessary, the predetermined cost will be adjusted up
or down to accommodate actual costs for additional erosion control measures necessary to
facilitate construction of this project. Any adjustments shall be determined by the Owner.
Payment for this item will be for actual documented costs of erosion control measures only, as
determined by the Owner. Payment for this item shall include all materials, equipment, labor,
placement, maintenance, and removal at the completion of the project.
102-4.2 Control work performed for protection of construction areas outside the construction limits, such
as borrow and waste areas, haul roads, equipment and material storage sites, and temporary plant sites,
will not be measured and paid for directly but shall be considered as a subsidiary obligation of the
Contractor.
BASIS OF PAYMENT
102-5.1 Accepted quantities of temporary water pollution, soil erosion, and siltation control work ordered
by the RPR and measured as provided in paragraph 102-4.1 will be paid for under:
Item C-102-5.1a Temporary Erosion Control – per force account
REFERENCES
The publications listed below form a part of this specification to the extent referenced. The publications
are referred to within the text by the basic designation only.
Advisory Circulars (AC)
AC 150/5200-33 Hazardous Wildlife Attractants on or Near Airports
AC 150/5370-2 Operational Safety on Airports During Construction
ASTM International (ASTM)
ASTM D6461 Standard Specification for Silt Fence Materials
United States Department of Agriculture (USDA)
FAA/USDA Wildlife Hazard Management at Airports, A Manual for Airport Personnel
END OF ITEM C-102
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CENTURY WEST ENGINEERING C-105 Mobilization - 1 of 2 JULY 2021 | #35022.002.02
Item C-105 Mobilization
105-1 Description. This item of work shall consist of, but is not limited to, work and operations
necessary for the movement of personnel, equipment, material and supplies to and from the project site
for work on the project except as provided in the contract as separate pay items.
105-2 Mobilization limit. Mobilization shall be limited to 10 percent of the total project cost.
105-3 Posted notices. Prior to commencement of construction activities, the Contractor must post the
following documents in a prominent and accessible place where they may be easily viewed by all
employees of the prime Contractor and by all employees of subcontractors engaged by the prime
Contractor: Equal Employment Opportunity (EEO) Poster “Equal Employment Opportunity is the Law”
in accordance with the Office of Federal Contract Compliance Programs Executive Order 11246, as
amended; Davis Bacon Wage Poster (WH 1321) - DOL “Notice to All Employees” Poster; and
Applicable Davis-Bacon Wage Rate Determination. These notices must remain posted until final
acceptance of the work by the Owner.
105-4 Engineer/RPR field office. An Engineer/RPR field office is not required.
METHOD OF MEASUREMENT
105-5 Basis of measurement and payment. Based upon the contract lump sum price for “Mobilization”
partial payments will be allowed as follows:
a. With first pay request, 25%.
b. When 25% or more of the original contract is earned, an additional 25%.
c. When 50% or more of the original contract is earned, an additional 40%.
d. After Final Inspection, Staging area clean-up and delivery of all Project Closeout materials as
required by Section 90, paragraph 90-11, Contractor Final Project Documentation, the final 10%.
BASIS OF PAYMENT
105-6 Payment will be made under:
Item C-105 Mobilization – Lump Sum
REFERENCES
The publications listed below form a part of this specification to the extent referenced. The publications
are referred to within the text by the basic designation only.
Office of Federal Contract Compliance Programs (OFCCP)
Executive Order 11246, as amended
EEOC-P/E-1 – Equal Employment Opportunity is the Law Poster
CENTURY WEST ENGINEERING C-105 Mobilization - 2 of 2 JULY 2021 | #35022.002.02
United States Department of Labor, Wage and Hour Division (WHD)
WH 1321 – Employee Rights under the Davis-Bacon Act Poster
END OF ITEM C-105
CENTURY WEST ENGINEERING P-101 Preparation/Removal of Existing Pavements - 1 of 4 JULY 2021 | #35022.002.02
Item P-101 Preparation/Removal of Existing Pavements
DESCRIPTION
101-1 This item shall consist of preparation of existing pavement surfaces for overlay, surface treatments,
removal of existing pavement, and other miscellaneous items. The work shall be accomplished in
accordance with these specifications and the applicable plans.
EQUIPMENT AND MATERIALS
101-2 All equipment and materials shall be specified here and in the following paragraphs or approved by
the Resident Project Representative (RPR). The equipment shall not cause damage to the pavement to
remain in place.
CONSTRUCTION
101-3.1 Removal of existing pavement.
The Contractor’s removal operation shall be controlled to not damage adjacent pavement structure, and
base material, cables, utility ducts, pipelines, or drainage structures which are to remain under the
pavement.
a. Concrete pavement removal. Full depth saw cuts shall be made perpendicular to the slab surface.
The Contractor shall saw through the full depth of the slab including any dowels at the joint, removing the
pavement and installing new dowels as shown on the plans and per the specifications. Where the
perimeter of the removal limits is not located on the joint and there are no dowels present, the perimeter
shall be saw cut the full depth of the pavement. The pavement inside the saw cut shall be removed by
methods which will not cause distress in the pavement which is to remain in place. All excavated
material shall be disposed of off Airport property, unless specified or specifically approved by the RPR.
Concrete slabs that are damaged by under breaking shall be repaired or removed and replaced as directed
by the RPR.
The edge of existing concrete pavement against which new pavement abuts shall be protected from
damage at all times. Spall and underbreak repair shall be in accordance with the plans. Any underlaying
material that is to remain in place, shall be recompacted and/or replaced as shown on the plans. Adjacent
areas damaged during repair shall be repaired or replaced at the Contractor’s expense.
b. Asphalt pavement removal. Not Used.
c. Repair or removal of Base, Subbase, and/or Subgrade. All failed material including surface,
base course, subbase course, and subgrade shall be removed and repaired as shown on the plans or as
directed by the RPR. Materials and methods of construction shall comply with the applicable sections of
these specifications. Any damage caused by Contractor’s removal process shall be repaired at the
Contractor’s expense.
101-3.2 Preparation of joints and cracks prior to overlay/surface treatment. Not Used.
101-3.3 Removal of Foreign Substances/contaminates. Not Used.
101-3.4 Concrete spall or failed asphaltic concrete pavement repair.
a. Repair of concrete spalls. Not Used.
b. Asphalt pavement repair. Not Used.
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101-3.5 Cold milling. Not Used.
101-3.6. Preparation of asphalt pavement surfaces prior to surface treatment. Not Used.
101-3.7 Maintenance. The Contractor shall perform all maintenance work necessary to keep the
pavement in a satisfactory condition until the full section is complete and accepted by the RPR. The
surface shall be kept clean and free from foreign material. The pavement shall be properly drained at all
times. If cleaning is necessary or if the pavement becomes disturbed, any work repairs necessary shall be
performed at the Contractor’s expense.
101-3.8 Preparation of Joints in Rigid Pavement prior to resealing. Prior to application of sealant
material, clean and dry the joints of all scale, dirt, dust, old sealant, curing compound, moisture and other
foreign matter. The Contractor shall demonstrate, in the presence of the RPR, that the method used cleans
the joint and does not damage the joint.
101-3.8.1 Removal of Existing Joint Sealant. All existing joint sealants will be removed by
plowing or use of hand tools. Any remaining sealant and or debris will be removed by use of wire
brushes or other tools as necessary. Resaw joints removing no more than 1/16 inch (2 mm) from
each joint face. Immediately after sawing, flush out joint with water and other tools as necessary to
completely remove the slurry.
101-3.8.2 Cleaning prior to sealing. Immediately before sealing, joints shall be cleaned by
removing any remaining laitance and other foreign material. Allow sufficient time to dry out joints
prior to sealing. Joint surfaces will be surface-dry prior to installation of sealant.
101-3.8.3 Joint sealant. Joint material and installation will be in accordance with Item P-605.
101-3.9 Preparation of Cracks in Flexible Pavement prior to sealing. Not Used.
101-3.9.4 Removal of Pipe and other Buried Structures. Not used.
METHOD OF MEASUREMENT
101-4.1 PCC Pavement Removal. The unit of measurement for PCC Pavement Removal shall be the
number of square yards removed by the Contractor. Any pavement removed outside the limits of removal
because the pavement was damaged by negligence on the part of the Contractor shall not be included in
the measurement for payment. No direct measurement or payment shall be made for saw cutting. Saw
cutting shall be incidental to pavement removal. Dowel bar installation shall be incidental to pavement
removal.
BASIS OF PAYMENT
101-5.1 Payment. Payment shall be made at contract unit price for the unit of measurement as specified
above. This price shall be full compensation for furnishing all materials and for all preparation, hauling,
and placing of the material and for all labor, equipment, tools, and incidentals necessary to complete this
item.
Item P 101-5.1 PCC Pavement Removal - per square yard
CENTURY WEST ENGINEERING P-101 Preparation/Removal of Existing Pavements - 3 of 4 JULY 2021 | #35022.002.02
REFERENCES
The publications listed below form a part of this specification to the extent referenced. The publications
are referred to within the text by the basic designation only.
Advisory Circulars (AC)
AC 150/5380-6 Guidelines and Procedures for Maintenance of Airport Pavements.
ASTM International (ASTM)
ASTM D6690 Standard Specification for Joint and Crack Sealants, Hot Applied, for
Concrete and Asphalt Pavements
END OF ITEM P-101
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CENTURY WEST ENGINEERING P-501 Cement Concrete Pavement - 1 of 26 JULY 2021 | #35022.002.02
Item P-501 Cement Concrete Pavement
DESCRIPTION
501-1.1 This work shall consist of pavement composed of cement concrete without reinforcement
constructed on a prepared underlying surface in accordance with these specifications and shall conform to
the lines, grades, thickness, and typical cross-sections shown on the plans. The terms cement concrete,
hydraulic cement concrete, and concrete are interchangeable in this specification.
MATERIALS
501-2.1 Aggregates.
a. Reactivity. Fine and Coarse aggregates to be used in PCC on this project shall be tested and
evaluated by the Contractor for alkali-aggregate reactivity in accordance with both ASTM C1260 and
ASTM C1567. Tests must be representative of aggregate sources which will be providing material for
production. ASTM C1260 and ASTM C1567 tests may be run concurrently.
(1) Coarse aggregate and fine aggregate shall be tested separately in accordance with ASTM
C1260, however, the length of test shall be extended to 28 days (30 days from casting). Tests must have
been completed within 6 months of the date of the concrete mix submittal.
(2) The combined coarse and fine aggregate shall be tested in accordance with ASTM C1567,
modified for combined aggregates, using the proposed mixture design proportions of aggregates,
cementitious materials, and/or specific reactivity reducing chemicals. If the expansion does not exceed
0.10% at 28 days, the proposed combined materials will be accepted. If the expansion is greater than
0.10% at 28 days, the aggregates will not be accepted unless adjustments to the combined materials
mixture can reduce the expansion to less than 0.10% at 28 days, or new aggregates shall be evaluated and
tested.
(3) If lithium nitrate is proposed for use with or without supplementary cementitious materials,
the aggregates shall be tested in accordance with Corps of Engineers (COE) Concrete Research Division
(CRD) C662 in lieu of ASTM C1567. If lithium nitrate admixture is used, it shall be nominal 30% ±0.5%
weight lithium nitrate in water. If the expansion does not exceed 0.10% at 28 days, the proposed
combined materials will be accepted. If the expansion is greater than 0.10% at 28 days, the aggregates
will not be accepted unless adjustments to the combined materials mixture can reduce the expansion to
less than 0.10% at 28 days, or new aggregates shall be evaluated and tested.
b. Fine aggregate. Grading of the fine aggregate, as delivered to the mixer, shall conform to the
requirements of ASTM C33 and the parameters identified in the fine aggregate material requirements
below. Fine aggregate material requirements and deleterious limits are shown in the table below.
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Fine Aggregate Material Requirements
Soundness of Aggregates
by Use of Sodium Sulfate or
Magnesium Sulfate
Loss after 5 cycles:
10% maximum using Sodium sulfate - or -
15% maximum using magnesium sulfate
ASTM C88
Sand Equivalent 45 minimum ASTM D2419
Fineness Modulus (FM)2.50 ≤ FM ≤ 3.40 ASTM C136
Limits for Deleterious Substances in Fine Aggregate for Concrete
Clay lumps and friable
particles
1.0% maximum ASTM C142
Coal and lignite 0.5% using a medium with a density of Sp. Gr.
of 2.0
ASTM C123
Total Deleterious Material 1.0% maximum
c. Coarse aggregate. The maximum size coarse aggregate shall be 3/4 inch.
Aggregates delivered to the mixer shall be clean, hard, uncoated aggregates consisting of crushed
stone, crushed or uncrushed gravel, air-cooled iron blast furnace slag, crushed recycled concrete
pavement, or a combination. The aggregates shall have no known history of detrimental pavement
staining. Steel blast furnace slag shall not be permitted. Coarse aggregate material requirements and
deleterious limits are shown in the table below; washing may be required to meet aggregate requirements.
Coarse Aggregate Material Requirements
Material Test Requirement Standard
Resistance to Degradation Loss: 40% maximum ASTM C131
Soundness of Aggregates
by Use of Sodium Sulfate or
Magnesium Sulfate
Loss after 5 cycles:
12% maximum using Sodium sulfate - or -
18% maximum using magnesium sulfate
ASTM C88
Flat, Elongated, or Flat and
Elongated Particles
8% maximum, by weight, of flat, elongated, or
flat and elongated particles at 5:1 for any size
group coarser than 3/8 (9.5 mm) sieve 1
ASTM D4791
Bulk density of slag 2 Weigh not less than 70 pounds per cubic foot
(1.12 Mg/cubic meter)
ASTM C29
D-cracking (Freeze-Thaw)3 Durability factor ≥ 95 ASTM C666
1 A flat particle is one having a ratio of width to thickness greater than five (5); an elongated particle is one
having a ratio of length to width greater than five (5).
2 Only required if slag is specified.
3 Coarse aggregate may only be accepted from sources that have a 20-year service history for the same gradation
to be supplied with no history of D-Cracking. Aggregates that do not have a 20-year record of service free from
major repairs (less than 5% of slabs replaced) in similar conditions without D-cracking shall not be used unless
the material currently being produced has a durability factor greater than or equal to 95 per ASTM C666. The
Contractor shall submit a current certification and test results to verify the aggregate acceptability. Test results
will only be accepted from a State Department of Transportation (DOT) materials laboratory or an accredited
laboratory. Certification and test results which are not dated or which are over one (1) year old or which are for
different gradations will not be accepted.
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The amount of deleterious material in the coarse aggregate shall not exceed the following limits:
Limits for Deleterious Substances in Coarse Aggregate
Deleterious material ASTM Percentage
by Mass
Clay Lumps and friable particles ASTM C142 1.0
Material finer than No. 200 sieve (75 µm)ASTM C117 1.01
Lightweight particles ASTM C123 using a medium
with a density of Sp. Gr. of 2.0
0.5
Chert2 (less than 2.40 Sp Gr.)ASTM C123 using a medium
with a density of Sp. Gr. of 2.40)
0.1
1 The limit for material finer than 75-μm is allowed to be increased to 1.5% for crushed aggregates consisting of
dust of fracture that is essentially free from clay or shale. Test results supporting acceptance of increasing limit
to 1.5% with statement indicating material is dust of fracture must be submitted with Concrete mix. Acceptable
techniques to characterizing these fines include methylene blue adsorption or X-ray diffraction analysis.
2 Chert and aggregates with less than 2.4 specific gravity.
d. Combined aggregate gradation. This specification is targeted for a combined aggregate
gradation developed following the guidance presented in United States Air Force Engineering Technical
Letter (ETL) 97-5: Proportioning Concrete Mixtures with Graded Aggregates for Rigid Airfield
Pavements. Base the aggregate grading upon a combination of all the aggregates (coarse and fine) to be
used for the mixture proportioning. Three aggregate sizes may be required to achieve an optimized
combined gradation that will produce a workable concrete mixture for its intended use. Use aggregate
gradations that produce concrete mixtures with well-graded or optimized aggregate combinations. The
Contractor shall submit complete mixture information necessary to calculate the volumetric components
of the mixture. The combined aggregate grading shall meet the following requirements:
(1) The materials selected and the proportions used shall be such that when the Coarseness Factor
(CF) and the Workability Factor (WF) are plotted on a diagram as described in paragraph 501-2.1d(4)
below, the point thus determined shall fall within the parallelogram described therein.
(2) The CF shall be determined from the following equation:
CF = (cumulative percent retained on the 3/8 in. (9.5 mm) sieve)(100) /
(cumulative percent retained on the No. 8 (2.36 mm) sieve)
(3) The WF is defined as the percent passing the No. 8 (2.36 mm) sieve based on the combined
gradation. However, WF shall be adjusted, upwards only, by 2.5 percentage points for each 94 pounds (42
kg) of cementitious material per cubic meter yard greater than 564 pounds per cubic yard (335 kg per
cubic meter).
(4) A diagram shall be plotted using a rectangular scale with WF on the Y-axis with units from 20
(bottom) to 45 (top), and with CF on the X-axis with units from 80 (left side) to 30 (right side). On this
diagram a parallelogram shall be plotted with corners at the following coordinates (CF-75, WF-28), (CF-
75, WF-40), (CF-45, WF-32.5), and (CF-45, WF-44.5). If the point determined by the intersection of the
computed CF and WF does not fall within the above parallelogram, the grading of each size of aggregate
used and the proportions selected shall be changed as necessary. The point determined by the plotting of
the CF and WF may be adjusted during production ±3 WF and ±5 CF. Adjustments to gradation may not
take the point outside of the parallelogram.
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e. Contractors combined aggregate gradation. The Contractor shall submit their combined
aggregate gradation using the following format:
Contractor’s Combined Aggregate Gradation
Sieve Size Contractor’s Concrete mix Gradation
(Percent passing by weight)
2 inch (50 mm) *
1-1/2 inch (37.5
mm)
*
1 inch (25.0 mm)*
3/4 inch (19.0 mm) *
1/2 inch (12.5 mm)*
3/8 inch (9.5 mm)*
No. 4 (4.75 mm) *
No. 8 (2.36 mm)*
No. 16 (1.18 mm) *
No. 30 (600 µm)*
No. 50 (300 µm)*
No. 100 (150 µm)*
501-2.2 Cement. Cement shall conform to the requirements of ASTM C150 Type I or II.
501-2.3 Cementitious materials.
a. Fly ash. Fly ash shall meet the requirements of ASTM C618, with the exception of loss of ignition,
where the maximum shall be less than 6%. Fly ash shall have a Calcium Oxide (CaO) content of less than
15% and a total alkali content less than 3% per ASTM C311. The Contractor shall furnish the previous
three most recent, consecutive ASTM C618 reports for each source of fly ash proposed in the concrete
mix, and shall furnish each additional report as they become available during the project. The reports can
be used for acceptance or the material may be tested independently by the Resident Project
Representative (RPR).
b. Slag cement (ground granulated blast furnace (GGBF)). Slag cement shall conform to ASTM
C989, Grade 100 or Grade 120. Slag cement shall be used only at a rate between 25% and 55% of the
total cementitious material by mass.
c. Raw or calcined natural pozzolan. Natural pozzolan shall be raw or calcined and conform to
ASTM C618, Class N, including the optional requirements for uniformity and effectiveness in controlling
Alkali-Silica reaction and shall have a loss on ignition not exceeding 6%. Class N pozzolan for use in
mitigating Alkali-Silica Reactivity shall have a total available alkali content less than 3%.
d. Ultrafine fly ash and ultrafine pozzolan. UltraFine Fly Ash (UFFA) and UltraFine Pozzolan (UFP)
shall conform to ASTM C618, Class F or N, and the following additional requirements:
(1) The strength activity index at 28 days of age shall be at least 95% of the control specimens.
(2) The average particle size shall not exceed 6 microns.
501-2.4 Joint seal. The joint seal for the joints in the concrete pavement shall meet the requirements of
Item P-605 and shall be of the type specified in the plans.
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501-2.5 Isolation joint filler. Premolded joint filler for isolation joints shall conform to the requirements
of ASTM D1751 or ASTM D1752 and shall be where shown on the plans. The filler for each joint shall
be furnished in a single piece for the full depth and width required for the joint, unless otherwise specified
by the RPR. When the use of more than one piece is required for a joint, the abutting ends shall be
fastened securely and held accurately to shape by stapling or other positive fastening means satisfactory
to the RPR.
501-2.7 Dowel and tie bars. Dowel bars shall be plain steel bars conforming to ASTM A615 and shall
be free from burring or other deformation restricting slippage in the concrete.
a. Dowel Bars. Before delivery to the construction site each dowel bar shall be epoxy coated per
ASTM A1078, Type 1, with a coating thickness after curing greater than 10 mils. Patched ends are not
required for Type 1 coated dowels. The dowels shall be coated with a bond-breaker recommended by the
manufacturer. Dowel sleeves or inserts are not permitted. Grout retention rings shall be fully circular
metal or plastic devices capable of supporting the dowel until the grout hardens.
b. Tie Bars. Tie bars shall be deformed steel bars and conform to the requirements of ASTM A615.
Tie bars designated as Grade 60 in ASTM A615 or ASTM A706 shall be used for construction requiring
bent bars.
501-2.8 Water. Water used in mixing or curing shall be potable. If water is taken from other sources
considered non-potable, it shall meet the requirements of ASTM C1602.
501-2.9 Material for curing concrete. Curing materials shall conform to one of the following
specifications:
a. Liquid membrane-forming compounds for curing concrete shall conform to the requirements of
ASTM C309, Type 2, Class A, or Class B.
b. White polyethylene film for curing concrete shall conform to the requirements of ASTM C171.
c. White burlap-polyethylene sheeting for curing concrete shall conform to the requirements of
ASTM C171.
d. Waterproof paper for curing concrete shall conform to the requirements of ASTM C171.
501-2.10 Admixtures. Admixtures shall conform to the following specifications:
a. Air-entraining admixtures. Air-entraining admixtures shall meet the requirements of ASTM
C260 and shall consistently entrain the air content in the specified ranges under field conditions. The air-
entraining agent and any water reducer admixture shall be compatible.
b. Water-reducing admixtures. Water-reducing admixture shall meet the requirements of ASTM
C494, Type A, B, or D.
c. Other admixtures. The use of set retarding and set-accelerating admixtures shall be approved by
the RPR prior to developing the concrete mix. Retarding admixtures shall meet the requirements of
ASTM C494, Type A, B, or D and set-accelerating admixtures shall meet the requirements of ASTM
C494, Type C. Calcium chloride and admixtures containing calcium chloride shall not be used.
d. Lithium Nitrate. The lithium admixture shall be a nominal 30% aqueous solution of Lithium
Nitrate, with a density of 10 pounds/gallon (1.2 kg/L), and shall have the approximate chemical form as
shown below:
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Lithium Admixture
Constituent Limit (Percent by Mass)
LiNO3 (Lithium Nitrate)30 ±0.5
SO4 (Sulfate Ion)0.1 (max)
Cl (Chloride Ion)0.2 (max)
Na (Sodium Ion)0.1 (max)
K (Potassium Ion)0.1 (max)
The lithium nitrate admixture dispensing and mixing operations shall be verified and certified by the
lithium manufacturer’s representative.
501-2.11 Epoxy-resin. All epoxy-resin materials shall be two-component materials conforming to the
requirements of ASTM C881, Class as appropriate for each application temperature to be encountered,
except that in addition, the materials shall meet the following requirements:
a. Material for use for embedding dowels and anchor bolts shall be Type IV, Grade 3.
b. Material for use as patching materials for complete filling of spalls and other voids and for use in
preparing epoxy resin mortar shall be Type III, Grade as approved.
c. Material for use for injecting cracks shall be Type IV, Grade 1.
d. Material for bonding freshly mixed Portland cement concrete or mortar or freshly mixed epoxy
resin concrete or mortar to hardened concrete shall be Type V, Grade as approved.
501-2.12 Bond Breaker. Fabric shall meet the requirements of AASHTO M 288 Class I fabric with
elongation not less than 50% at the specified strengths, with a weight not less than 14.5 oz/sy. A
certificate of compliance (COC) shall be provided by the fabric manufacturer that the material may be
used as a bond breaker.
CONCRETE MIX
501-3.1. General. No concrete shall be placed until an acceptable concrete mix has been submitted to the
RPR for review and the RPR has taken appropriate action. The RPR’s review shall not relieve the
Contractor of the responsibility to select and proportion the materials to comply with this section.
501-3.2 Concrete Mix Laboratory. The laboratory used to develop the concrete mix shall be accredited
in accordance with ASTM C1077. The laboratory accreditation must be current and listed on the
accrediting authority’s website. All test methods required for developing the concrete mix must be
included in the lab accreditation. A copy of the laboratory’s current accreditation and accredited test
methods shall be submitted to the RPR prior to start of construction.
501-3.3 Concrete Mix Proportions. Develop the mix using the procedures contained in Portland Cement
Association (PCA) publication, "Design and Control of Concrete Mixtures." Concrete shall be
proportioned to achieve a 28-day flexural strength that meets or exceeds the acceptance criteria contained
in paragraph 501-6.6 for a flexural strength of 650psi per ASTM C78.
The minimum cementitious material shall be adequate to ensure a workable, durable mix. The minimum
cementitious material (cement plus fly ash, or slag cement) shall be 470 pounds per cubic yard (280 kg
per cubic meter). The ratio of water to cementitious material, including free surface moisture on the
aggregates but not including moisture absorbed by the aggregates shall be between 0.38 – 0.45 by weight.
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Flexural strength test specimens shall be prepared in accordance with ASTM C192 and tested in
accordance with ASTM C78. At the start of the project, the Contractor shall determine an allowable
slump as determined by ASTM C143 not to exceed 2 inches (50 mm) for slip-form placement. For fixed-
form placement, the slump shall not exceed 3 inches (75 mm). For hand placement, the slump shall not
exceed 4 inches (100 mm).
The results of the concrete mix shall include a statement giving the maximum nominal coarse aggregate
size and the weights and volumes of each ingredient proportioned on a one cubic yard (meter) basis.
Aggregate quantities shall be based on the mass in a saturated surface dry condition.
If a change in source(s) is made, or admixtures added or deleted from the mix, a new concrete mix must
be submitted to the RPR for approval.
The RPR may request samples at any time for testing, prior to and during production, to verify the quality
of the materials and to ensure conformance with the applicable specifications.
501-3.4 Concrete Mix submittal. The concrete mix shall be submitted to the RPR at least 15 days prior
to the start of operations. The submitted concrete mix shall not be more than 180 days old and must use
the materials to be used for production for the project. Production shall not begin until the concrete mix is
approved in writing by the RPR.
Each of the submitted concrete mixes (i.e, slip form, side form machine finish and side form hand finish)
shall be stamped or sealed by the responsible professional Engineer of the laboratory and shall include the
following items and quantities as a minimum:
Certified material test reports for aggregate in accordance with paragraph 501-2.1. Certified
reports must include all tests required; reporting each test, test method, test result, and
requirement specified (criteria).
Combined aggregate gradations and analysis; and including plots of the fine aggregate
fineness modulus.
Reactivity Test Results.
Coarse aggregate quality test results, including deleterious materials.
Fine aggregate quality test results, including deleterious materials.
Mill certificates for cement and supplemental cementitious materials.
Certified test results for all admixtures, including Lithium Nitrate if applicable.
Specified flexural strength, slump, and air content.
Recommended proportions/volumes for proposed mixture and trial water-cementitious
materials ratio, including actual slump and air content.
Flexural and compressive strength summaries and plots, including all individual beam and
cylinder breaks.
Correlation ratios for acceptance testing and Contractor QC testing, when applicable.
Historical record of test results documenting production standard deviation, when applicable.
501-3.5 Cementitious materials.
a. Fly ash. When fly ash is used as a partial replacement for cement, the replacement rate shall be
determined from laboratory trial mixes, and shall be between 20 and 30% by weight of the total
cementitious material. If fly ash is used in conjunction with slag cement the maximum replacement rate
shall not exceed 10% by weight of total cementitious material.
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b. Slag cement (ground granulated blast furnace (GGBF)). Slag cement may be used. The slag
cement, or slag cement plus fly ash if both are used, may constitute between 25 to 55% of the total
cementitious material by weight.
c. Raw or calcined natural pozzolan. Natural pozzolan may be used in the concrete mix. When
pozzolan is used as a partial replacement for cement, the replacement rate shall be determined from
laboratory trial mixes, and shall be between 20 and 30% by weight of the total cementitious material. If
pozzolan is used in conjunction with slag cement the maximum replacement rate shall not exceed 10% by
weight of total cementitious material.
d. Ultrafine fly ash (UFFA) and ultrafine pozzolan (UFP). UFFA and UFP may be used in the
concrete mix with the RPR’s approval. When UFFA and UFP is used as a partial replacement for cement,
the replacement rate shall be determined from laboratory trial mixes, and shall be between 7% and 16%
by weight of the total cementitious material.
501-3.6 Admixtures.
a. Air-entraining admixtures. Air-entraining admixture are to be added in such a manner that will
ensure uniform distribution of the agent throughout the batch. The air content of freshly mixed air-
entrained concrete shall be based upon trial mixes with the materials to be used in the work adjusted to
produce concrete of the required plasticity and workability. The percentage of air in the mix shall be
6.0%. Air content shall be determined by testing in accordance with ASTM C231 for gravel and stone
coarse aggregate and ASTM C173 for slag and other highly porous coarse aggregate.
b. Water-reducing admixtures. Water-reducing admixtures shall be added to the mix in the manner
recommended by the manufacturer and in the amount necessary to comply with the specification
requirements. Tests shall be conducted with the materials to be used in the work, in accordance with
ASTM C494.
c. Other admixtures. Set controlling, and other approved admixtures shall be added to the mix in
the manner recommended by the manufacturer and in the amount necessary to comply with the
specification requirements. Tests shall be conducted with the materials to be used in the work, in
accordance with ASTM C494.
d. Lithium nitrate. Lithium nitrate shall be added to the mix in the manner recommended by the
manufacturer and in the amount necessary to comply with the specification requirements in accordance
with paragraph 501-2.10d.
CONSTRUCTION METHODS
501-4.1 Control Strip. The control strip(s) shall be to the next planned joint after the initial 250 feet (75
m) of each type of pavement construction (slip-form pilot lane, slip-form fill-in lane, or fixed form). The
Contractor shall demonstrate, in the presence of the RPR, that the materials, concrete mix, equipment,
construction processes, and quality control processes meet the requirements of the specifications. The
concrete mixture shall be extruded from the paver meeting the edge slump tolerance and with little or no
finishing. Pilot, fill-in, and fixed-form control strips will be accepted separately. Minor adjustments to
the mix design may be required to place an acceptable control strip. The production mix will be the
adjusted mix design used to place the acceptable control strip. Upon acceptance of the control strip by the
RPR, the Contractor must use the same equipment, materials, and construction methods for the remainder
of concrete paving. Any adjustments to processes or materials must be approved in advance by the RPR.
Acceptable control strips will meet edge slump tolerance and surface acceptable with little or no finishing,
air content within action limits, strength equal or greater than requirements of P501-3.3. The control strip
will be considered one lot for payment (no sublots required for control strip). Payment will only be made
for an acceptable control strip in accordance with paragraph 501-8.1 using a lot pay factor equal to 100.
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501-4.2 Equipment. The Contractor is responsible for the proper operation and maintenance of all
equipment necessary for handling materials and performing all parts of the work to meet this
specification.
a. Plant and equipment. The plant and mixing equipment shall conform to the requirements of
ASTM C94 and/or ASTM C685. Each truck mixer shall have attached in a prominent place a
manufacturer’s nameplate showing the capacity of the drum in terms of volume of mixed concrete and the
speed of rotation of the mixing drum or blades. The truck mixers shall be examined daily for changes in
condition due to accumulation of hard concrete or mortar or wear of blades. The pickup and throwover
blades shall be replaced when they have worn down 3/4 inch (19 mm) or more. The Contractor shall have
a copy of the manufacturer’s design on hand showing dimensions and arrangement of blades in reference
to original height and depth.
Equipment for transferring and spreading concrete from the transporting equipment to the paving lane
in front of the finishing equipment shall be provided. The equipment shall be specially manufactured,
self-propelled transfer equipment which will accept the concrete outside the paving lane and will spread it
evenly across the paving lane in front of the paver and strike off the surface evenly to a depth which
permits the paver to operate efficiently.
b. Finishing equipment.
(1) Slip-form. The standard method of constructing concrete pavements shall be with an
approved slip-form paving equipment designed and operated to spread, consolidate, screed, and finish the
freshly placed concrete in one complete pass of the machine so that the end result is a dense and
homogeneous pavement which is achieved with a minimum of hand finishing. The paver-finisher shall be
a heavy duty, self-propelled machine designed specifically for paving and finishing high quality concrete
pavements.
(2) Fixed-form. On projects requiring less than 10,000 cubic yards of concrete pavement or
irregular areas at locations inaccessible to slip-form paving equipment, concrete pavement may be placed
with equipment specifically designed for placement and finishing using stationary side forms. Methods
and equipment shall be reviewed and accepted by the RPR. Hand screeding and float finishing may only
be used on small irregular areas as allowed by the RPR.
c. Vibrators. Vibrator shall be the internal type. The rate of vibration of each vibrating unit shall be
sufficient to consolidate the pavement without segregation or voids. The number, spacing, and frequency
shall be as necessary to provide a dense and homogeneous pavement and meet the recommendations of
American Concrete Institute (ACI) 309R, Guide for Consolidation of Concrete. Adequate power to
operate all vibrators shall be available on the paver. The vibrators shall be automatically controlled so that
they shall be stopped as forward motion ceases. The Contractor shall provide an electronic or mechanical
means to monitor vibrator status. The checks on vibrator status shall occur a minimum of two times per
day or when requested by the RPR.
Hand held vibrators may only be used in irregular areas and shall meet the recommendations of ACI
309R, Guide for Consolidation of Concrete.
d. Concrete saws. The Contractor shall provide sawing equipment adequate in number of units and
power to complete the sawing to the required dimensions. The Contractor shall provide at least one
standby saw in good working order and a supply of saw blades at the site of the work at all times during
sawing operations.
e. Fixed forms. Straight side fixed forms shall be made of steel and shall be furnished in sections not
less than 10 feet (3 m) in length. Forms shall be provided with adequate devices for secure settings so that
when in place they will withstand, without visible spring or settlement, the impact and vibration of the
consolidating and finishing equipment. Forms with battered top surfaces and bent, twisted or broken
forms shall not be used. Built-up forms shall not be used, except as approved by the RPR. The top face of
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the form shall not vary from a true plane more than 1/8 inch (3 mm) in 10 feet (3 m), and the upstanding
leg shall not vary more than 1/4 inch (6 mm). The forms shall contain provisions for locking the ends of
abutting sections together tightly for secure setting. Wood forms may be used under special conditions,
when approved by the RPR. The forms shall extend the full depth of the pavement section.
501-4.3 Form setting. Forms shall be set to line and grade as shown on the plans, sufficiently in advance
of the concrete placement, to ensure continuous paving operation. Forms shall be set to withstand,
without visible spring or settlement, the impact and vibration of the consolidating and finishing
equipment. Forms shall be cleaned and oiled prior to the concrete placement.
501-4.4 Base surface preparation prior to placement. Any damage to the prepared base, subbase, and
subgrade shall be corrected full depth by the Contractor prior to concrete placement. The underlying
surface shall be entirely free of frost when concrete is placed. The prepared grade shall be moistened
with water, without saturating, immediately ahead of concrete placement to prevent rapid loss of moisture
from concrete. Bond breaker shall be applied in accordance with 501-2.12.
501-4.5 Handling, measuring, and batching material. Aggregate stockpiles shall be constructed and
managed in such a manner that prevents segregation and intermixing of deleterious materials. Aggregates
from different sources shall be stockpiled, weighed and batched separately at the concrete batch plant.
Aggregates that have become segregated or mixed with earth or foreign material shall not be used. All
aggregates produced or handled by hydraulic methods, and washed aggregates, shall be stockpiled or
binned for draining at least 12 hours before being batched. Store and maintain all aggregates at a uniform
moisture content prior to use. A continuous supply of materials shall be provided to the work to ensure
continuous placement.
501-4.6 Mixing concrete. The concrete may be mixed at the work site, in a central mix plant or in truck
mixers. The mixer shall be of an approved type and capacity. Mixing time shall be measured from the
time all materials are placed into the drum until the drum is emptied into the truck. All concrete shall be
mixed and delivered to the site in accordance with the requirements of ASTM C94 or ASTM C685.
Mixed concrete from the central mixing plant shall be transported in truck mixers, truck agitators, or non-
agitating trucks. The elapsed time from the addition of cementitious material to the mix until the concrete
is discharged from the truck should not exceed 30 minutes when the concrete is hauled in non-agitating
trucks, nor 90 minutes when the concrete is hauled in truck mixers or truck agitators. In no case shall the
temperature of the concrete when placed exceed 90°F (32°C). Retempering concrete by adding water or
by other means will not be permitted. With transit mixers additional water may be added to the batch
materials and additional mixing performed to increase the slump to meet the specified requirements
provided the addition of water is performed within 45 minutes after the initial mixing operations and
provided the water/cementitious ratio specified is not exceeded.
501-4.7 Weather Limitations on mixing and placing. No concrete shall be mixed, placed, or finished
when the natural light is insufficient, unless an adequate and approved artificial lighting system is
operated.
a. Cold weather. Unless authorized in writing by the RPR, mixing and concreting operations shall be
discontinued when a descending air temperature in the shade and away from artificial heat reaches 40°F
(4°C) and shall not be resumed until an ascending air temperature in the shade and away from artificial
heat reaches 35°F (2°C).
The aggregate shall be free of ice, snow, and frozen lumps before entering the mixer. The temperature
of the mixed concrete shall not be less than 50°F (10°C) at the time of placement. Concrete shall not be
placed on frozen material nor shall frozen aggregates be used in the concrete.
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When concreting is authorized during cold weather, water and/or the aggregates may be heated to not
more than 150°F (66°C). The apparatus used shall heat the mass uniformly and shall be arranged to
preclude the possible occurrence of overheated areas which might be detrimental to the materials.
Curing during cold weather shall be in accordance with paragraph 501-4.13d.
b. Hot weather. During periods of hot weather when the maximum daily air temperature exceeds
85°F (30°C), the following precautions shall be taken.
The forms and/or the underlying surface shall be sprinkled with water immediately before placing the
concrete. The concrete shall be placed at the coolest temperature practicable, and in no case shall the
temperature of the concrete when placed exceed 90°F (32°C). The aggregates and/or mixing water shall
be cooled as necessary to maintain the concrete temperature at or not more than the specified maximum.
The concrete placement shall be protected from exceeding an evaporation rate of 0.2 psf (0.98 kg/m2
per hour) per hour. When conditions are such that problems with plastic cracking can be expected, and
particularly if any plastic cracking begins to occur, the Contractor shall immediately take such additional
measures as necessary to protect the concrete surface. If the Contractor’s measures are not effective in
preventing plastic cracking, paving operations shall be immediately stopped.
Curing during hot weather shall be in accordance with paragraph 501-4.13e.
c. Temperature management program. Prior to the start of paving operation for each day of
paving, the Contractor shall provide the RPR with a Temperature Management Program for the concrete
to be placed to assure that uncontrolled cracking is avoided. (Federal Highway Administration
HIPERPAV 3 is one example of a temperature management program.) As a minimum, the program shall
address the following items:
(1) Anticipated tensile strains in the fresh concrete as related to heating and cooling of the
concrete material.
(2) Anticipated weather conditions such as ambient temperatures, wind velocity, and relative
humidity; and anticipated evaporation rate using Figure 19-9, PCA, Design and Control of Concrete
Mixtures.
(3) Anticipated timing of initial sawing of joint.
(4) Anticipated number and type of saws to be used.
d. Rain. The Contractor shall have available materials for the protection of the concrete during
inclement weather. Such protective materials shall consist of rolled polyethylene sheeting at least 4 mils
(0.1 mm) thick of sufficient length and width to cover the plastic concrete slab and any edges. The
sheeting may be mounted on either the paver or a separate movable bridge from which it can be unrolled
without dragging over the plastic concrete surface. When rain appears imminent, all paving operations
shall stop and all available personnel shall begin covering the surface of the unhardened concrete with the
protective covering.
501-4.8 Concrete Placement. At any point in concrete conveyance, the free vertical drop of the concrete
from one point to another or to the underlying surface shall not exceed 3 feet (1 m). The finished
concrete product must be dense and homogeneous, without segregation and conforming to the standards
in this specification. Backhoes and grading equipment shall not be used to distribute the concrete in front
of the paver. Front end loaders will not be used. All concrete shall be consolidated without voids or
segregation, including under and around all load-transfer devices, joint assembly units, and other features
embedded in the pavement. Hauling equipment or other mechanical equipment can be permitted on
adjoining previously constructed pavement when the concrete strength reaches a flexural strength of 450
psi (3.8 MPa), based on the average of four field cured specimens per 2,000 cubic yards (1,530 cubic
meters) of concrete placed. The Contractor must determine that the above minimum strengths are
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adequate to protection the pavement from overloads due to the construction equipment proposed for the
project.
The Contractor shall have available materials for the protection of the concrete during cold, hot
and/or inclement weather in accordance with paragraph 501-4.7.
a. Slip-form construction. The concrete shall be distributed uniformly into final position by a self-
propelled slip-form paver without delay. The alignment and elevation of the paver shall be regulated from
outside reference lines established for this purpose. The paver shall vibrate the concrete for the full width
and depth of the strip of pavement being placed and the vibration shall be adequate to provide a
consistency of concrete that will stand normal to the surface with sharp well-defined edges. The sliding
forms shall be rigidly held together laterally to prevent spreading of the forms. The plastic concrete shall
be effectively consolidated by internal vibration with transverse vibrating units for the full width of the
pavement and/or a series of equally placed longitudinal vibrating units. The space from the outer edge of
the pavement to longitudinal unit shall not exceed 9 inches (23 cm) for slipform and at the end of the
dowels for the fill-in lanes. The spacing of internal units shall be uniform and shall not exceed 18 inches
(0.5 m).
The term internal vibration means vibrating units located within the specified thickness of pavement
section.
The rate of vibration of each vibrating unit shall be sufficient to consolidate the pavement without,
segregation, voids, or vibrator trails and the amplitude of vibration shall be sufficient to be perceptible on
the surface of the concrete along the entire length of the vibrating unit and for a distance of at least one
foot (30 cm). The frequency of vibration or amplitude should be adjusted proportionately with the rate of
travel to result in a uniform density and air content. The paving machine shall be equipped with a
tachometer or other suitable device for measuring and indicating the actual frequency of vibrations.
The concrete shall be held at a uniform consistency. The slip-form paver shall be operated with as
nearly a continuous forward movement as possible and all operations of mixing, delivering, and spreading
concrete shall be coordinated to provide uniform progress with stopping and starting of the paver held to a
minimum. If for any reason, it is necessary to stop the forward movement of the paver, the vibratory and
tamping elements shall also be stopped immediately. No tractive force shall be applied to the machine,
except that which is controlled from the machine.
When concrete is being placed adjacent to an existing pavement, that part of the equipment which is
supported on the existing pavement shall be equipped with protective pads on crawler tracks or rubber-
tired wheels on which the bearing surface is offset to run a sufficient distance from the edge of the
pavement to avoid breaking the pavement edge.
Not more than 15% of the total free edge of each 500-foot (150 m) segment of pavement, or fraction
thereof, shall have an edge slump exceeding 1/4 inch (6 mm), and none of the free edge of the pavement
shall have an edge slump exceeding 3/8 inch (9 mm). (The total free edge of 500 feet (150 m) of
pavement will be considered the cumulative total linear measurement of pavement edge originally
constructed as nonadjacent to any existing pavement; that is, 500 feet (150 m) of paving lane originally
constructed as a separate lane will have 1,000 feet (300 m) of free edge, 500 feet (150 m) of fill-in lane
will have no free edge, etc.). The area affected by the downward movement of the concrete along the
pavement edge shall be limited to not more than 18 inches (0.5 m) from the edge.
When excessive edge slump cannot be corrected before the concrete has hardened, the area with
excessive edge slump will be removed the full width of the slip form lane and replaced at the expense of
the Contractor as directed by the RPR.
b. Fixed-form construction. Forms shall be drilled in advance of being placed to line and grade to
accommodate tie bars / dowel bars where these are specified.
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Immediately in advance of placing concrete and after all subbase operations are completed, side
forms shall be trued and maintained to the required line and grade for a distance sufficient to prevent
delay in placing.
Side forms shall remain in place at least 12 hours after the concrete has been placed, and in all cases
until the edge of the pavement no longer requires the protection of the forms. Curing compound shall be
applied to the concrete immediately after the forms have been removed.
Side forms shall be thoroughly cleaned and coated with a release agent each time they are used and
before concrete is placed against them.
Concrete shall be spread, screed, shaped and consolidated by one or more self-propelled machines.
These machines shall uniformly distribute and consolidate concrete without segregation so that the
completed pavement will conform to the required cross-section with a minimum of handwork.
The number and capacity of machines furnished shall be adequate to perform the work required at a
rate equal to that of concrete delivery. The equipment must be specifically designed for placement and
finishing using stationary side forms. Methods and equipment shall be reviewed and accepted by the
RPR.
Concrete for the full paving width shall be effectively consolidated by internal vibrators. The rate of
vibration of each vibrating unit shall be sufficient to consolidate the pavement without segregation, voids,
or leaving vibrator trails.
Power to vibrators shall be connected so that vibration ceases when forward or backward motion of
the machine is stopped.
c. Consolidation. Concrete shall be consolidated with the specified type of lane-spanning, gang-
mounted, mechanical, immersion type vibrating equipment mounted in front of the paver, supplemented,
in rare instances as specified, by hand-operated vibrators. The vibrators shall be inserted into the concrete
to a depth that will provide the best full-depth consolidation but not closer to the underlying material than
2 inches (50 mm). Vibrators shall not be used to transport or spread the concrete. For each paving train, at
least one additional vibrator spud, or sufficient parts for rapid replacement and repair of vibrators shall be
maintained at the paving site at all times. Any evidence of inadequate consolidation (honeycomb along
the edges, large air pockets, or any other evidence) or over-consolidation (vibrator trails, segregation, or
any other evidence) shall require the immediate stopping of the paving operation and adjustment of the
equipment or procedures as approved by the RPR.
If a lack of consolidation of the hardened concrete is suspected by the RPR, referee testing may be
required. Referee testing of hardened concrete will be performed by the RPR by cutting cores from the
finished pavement after a minimum of 24 hours curing. The RPR shall visually examine the cores for
evidence of lack of consolidation. Density determinations will be made by the RPR based on the water
content of the core as taken. ASTM C642 shall be used for the determination of core density in the
saturated-surface dry condition. When required, referee cores will be taken at the minimum rate of one for
each 500 cubic yards (382 m2) of pavement, or fraction. The Contractor shall be responsible for all
referee testing cost if they fail to meet the required density.
The average density of the cores shall be at least 97% of the original concrete mix density, with no
cores having a density of less than 96% of the original concrete mix density. Failure to meet the referee
tests will be considered evidence that the minimum requirements for vibration are inadequate for the job
conditions. Additional vibrating units or other means of increasing the effect of vibration shall be
employed so that the density of the hardened concrete conforms to the above requirements.
501-4.9 Strike-off of concrete and placement of reinforcement. Following the placing of the concrete,
it shall be struck off to conform to the cross-section shown on the plans and to an elevation that when the
concrete is properly consolidated and finished, the surface of the pavement shall be at the elevation shown
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on the plans. When reinforced concrete pavement is placed in two layers, the bottom layer shall be struck
off to such length and depth that the sheet of reinforcing steel fabric or bar mat may be laid full length on
the concrete in its final position without further manipulation. The reinforcement shall then be placed
directly upon the concrete, after which the top layer of the concrete shall be placed, struck off, and screed.
If any portion of the bottom layer of concrete has been placed more than 30 minutes without being
covered with the top layer or if initial set has taken place, it shall be removed and replaced with freshly
mixed concrete at the Contractor’s expense. When reinforced concrete is placed in one layer, the
reinforcement may be positioned in advance of concrete placement or it may be placed in plastic concrete
by mechanical or vibratory means after spreading.
Reinforcing steel, at the time concrete is placed, shall be free of mud, oil, or other organic matter that may
adversely affect or reduce bond. Reinforcing steel with rust, mill scale or a combination of both will be
considered satisfactory, provided the minimum dimensions, weight, and tensile properties of a hand wire-
brushed test specimen are not less than the applicable ASTM specification requirements.
501-4.10 Joints. Joints shall be constructed as shown on the plans and in accordance with these
requirements. All joints shall be constructed with their faces perpendicular to the surface of the pavement
and finished or edged as shown on the plans. Joints shall not vary more than 1/2-inch (12 mm) from their
designated position and shall be true to line with not more than 1/4-inch (6 mm) variation in 10 feet (3 m).
The surface across the joints shall be tested with a 12-foot (3 m) straightedge as the joints are finished and
any irregularities in excess of 1/4 inch (6 mm) shall be corrected before the concrete has hardened. All
joints shall be so prepared, finished, or cut to provide a groove of uniform width and depth as shown on
the plans.
a. Construction. Longitudinal construction joints shall be slip-formed or formed against side forms
as shown in the plans.
Transverse construction joints shall be installed at the end of each day’s placing operations and at any
other points within a paving lane when concrete placement is interrupted for more than 30 minutes or it
appears that the concrete will obtain its initial set before fresh concrete arrives. The installation of the
joint shall be located at a planned contraction or expansion joint. If placing of the concrete is stopped, the
Contractor shall remove the excess concrete back to the previous planned joint.
b. Contraction. Contraction joints shall be installed at the locations and spacing as shown on the
plans. Contraction joints shall be installed to the dimensions required by forming a groove or cleft in the
top of the slab while the concrete is still plastic or by sawing a groove into the concrete surface after the
concrete has hardened. When the groove is formed in plastic concrete the sides of the grooves shall be
finished even and smooth with an edging tool. If an insert material is used, the installation and edge finish
shall be according to the manufacturer’s instructions. The groove shall be finished or cut clean so that
spalling will be avoided at intersections with other joints. Grooving or sawing shall produce a slot at least
1/8 inch (3 mm) wide and to the depth shown on the plans.
c. Isolation (expansion). Isolation joints shall be installed as shown on the plans. The premolded
filler of the thickness as shown on the plans, shall extend for the full depth and width of the slab at the
joint. The filler shall be fastened uniformly along the hardened joint face with no buckling or debris
between the filler and the concrete interface, including a temporary filler for the sealant reservoir at the
top of the slab. The edges of the joint shall be finished and tooled while the concrete is still plastic
d. Dowels and Tie Bars for Joints
(1) Tie bars. Tie bars shall consist of deformed bars installed in joints as shown on the plans. Tie
bars shall be placed at right angles to the centerline of the concrete slab and shall be spaced at intervals
shown on the plans. They shall be held in position parallel to the pavement surface and in the middle of
the slab depth and within the tolerances in paragraph 501-4.10(f.). When tie bars extend into an unpaved
lane, they may be bent against the form at longitudinal construction joints, unless threaded bolt or other
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assembled tie bars are specified. Tie bars shall not be painted, greased, or enclosed in sleeves. When slip-
form operations call for tie bars, two-piece hook bolts can be installed.
(2) Dowel bars. Dowel bars shall be placed across joints in the proper horizontal and vertical
alignment as shown on the plans. The dowels shall be coated with a bond-breaker or other lubricant
recommended by the manufacturer and approved by the RPR. Dowels bars at longitudinal construction
joints shall be bonded in drilled holes.
(3) Placing dowels and tie bars. Horizontal spacing of dowels shall be within a tolerance of ±3/4
inch (19 mm). The vertical location on the face of the slab shall be within a tolerance of ±1/2 inch (12
mm). The method used to install dowels shall ensure that the horizontal and vertical alignment will not be
greater than 1/4 inch per feet (6 mm per 0.3 m), except for those across the crown or other grade change
joints. Dowels across crowns and other joints at grade changes shall be measured to a level surface.
Horizontal alignment shall be checked perpendicular to the joint edge. The portion of each dowel
intended to move within the concrete or expansion cap shall be wiped clean and coated with a thin, even
film of lubricating oil or light grease before the concrete is placed. Dowels shall be installed as specified
in the following subparagraphs.
(a) Contraction joints. Dowels and tie bars in longitudinal and transverse contraction
joints within the paving lane shall be held securely in place by means of rigid metal frames or basket
assemblies of an approved type. The basket assemblies shall be held securely in the proper location by
means of suitable pins or anchors. Do not cut or crimp the dowel basket tie wires.
At the Contractor’s option, dowels and tie bars in contraction joints may be installed by
insertion into the plastic concrete using approved equipment and procedures per the paver manufacturer’s
design. Approval of installation methods will be based on the results of the control strip showing that the
dowels and tie bars are installed within specified tolerances as verified by cores or non-destructive rebar
location devices approved by the RPR.
(b) Construction joints. Install dowels and tie bars by the cast-in- place or the drill-and-
dowel method. Installation by removing and replacing in preformed holes will not be permitted. Dowels
and tie bars shall be prepared and placed across joints where indicated, correctly aligned, and securely
held in the proper horizontal and vertical position during placing and finishing operations, by means of
devices fastened to the forms.
(c) Joints in hardened concrete. Install dowels in hardened concrete by bonding the
dowels into holes drilled into the concrete. The concrete shall have cured for seven (7) days or reached a
minimum flexural strength of 450 psi (3.1 MPa) before drilling begins. Holes 1/8 inch (3 mm) greater in
diameter than the dowels shall be drilled into the hardened concrete using rotary-core drills. Rotary-
percussion drills may be used, provided that excessive spalling does not occur. Spalling beyond the limits
of the grout retention ring will require modification of the equipment and operation. Depth of dowel hole
shall be within a tolerance of ±1/2 inch (12 mm) of the dimension shown on the drawings. On completion
of the drilling operation, the dowel hole shall be blown out with oil-free, compressed air. Dowels shall be
bonded in the drilled holes using epoxy resin. Epoxy resin shall be injected at the back of the hole before
installing the dowel and extruded to the collar during insertion of the dowel so as to completely fill the
void around the dowel. Application by buttering the dowel will not be permitted. The dowels shall be held
in alignment at the collar of the hole by means of a suitable metal or plastic grout retention ring fitted
around the dowel.
e. Sawing of joints. Sawing shall commence, without regard to day or night, as soon as the concrete
has hardened sufficiently to permit cutting without chipping, spalling, or tearing and before uncontrolled
shrinkage cracking of the pavement occurs and shall continue without interruption until all joints have
been sawn. All slurry and debris produced in the sawing of joints shall be removed by vacuuming and
washing. Curing compound or system shall be reapplied in the initial saw-cut and maintained for the
remaining cure period.
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Joints shall be cut in locations as shown on the plans. The initial joint cut shall be a minimum 1/8
inch (3 mm) wide and to the depth shown on the plans. Prior to placement of joint sealant or seals, the top
of the joint shall be widened by sawing as shown on the plans.
501-4.11 Finishing. Finishing operations shall be a continuing part of placing operations starting
immediately behind the strike-off of the paver. Initial finishing shall be provided by the transverse screed
or extrusion plate. The sequence of operations shall be transverse finishing, longitudinal machine floating
if used, straightedge finishing, edging of joints, and then texturing. Finishing shall be by the machine
method. The hand method shall be used only on isolated areas of odd slab widths or shapes and in the
event of a breakdown of the mechanical finishing equipment. Supplemental hand finishing for machine
finished pavement shall be kept to an absolute minimum. Any machine finishing operation which requires
appreciable hand finishing, other than a moderate amount of straightedge finishing, shall be immediately
stopped and proper adjustments made or the equipment replaced. Equipment, mixture, and/or procedures
which produce more than 1/4 inch (6 mm) of mortar-rich surface shall be immediately modified as
necessary to eliminate this condition or operations shall cease. Compensation shall be made for surging
behind the screeds or extrusion plate and settlement during hardening and care shall be taken to ensure
that paving and finishing machines are properly adjusted so that the finished surface of the concrete (not
just the cutting edges of the screeds) will be at the required line and grade. Finishing equipment and tools
shall be maintained clean and in an approved condition. At no time shall water be added to the surface of
the slab with the finishing equipment or tools, or in any other way. Fog (mist) sprays or other surface
applied finishing aids specified to prevent plastic shrinkage cracking, approved by the RPR, may be used
in accordance with the manufacturers requirements.
a. Machine finishing with slipform pavers. The slipform paver shall be operated so that only a very
minimum of additional finishing work is required to produce pavement surfaces and edges meeting the
specified tolerances. Any equipment or procedure that fails to meet these specified requirements shall
immediately be replaced or modified as necessary. A self-propelled non-rotating pipe float may be used
while the concrete is still plastic, to remove minor irregularities and score marks. Only one pass of the
pipe float shall be allowed. Equipment, mixture, and/or procedures which produce more than 1/4 inch (6
mm) of mortar-rich surface shall be immediately modified as necessary to eliminate this condition or
operations shall cease. Remove excessive slurry from the surface with a cutting straightedge and wipe off
the edge. Any slurry which does run down the vertical edges shall be immediately removed by hand,
using stiff brushes or scrapers. No slurry, concrete or concrete mortar shall be used to build up along the
edges of the pavement to compensate for excessive edge slump, either while the concrete is plastic or
after it hardens.
b. Machine finishing with fixed forms. The machine shall be designed to straddle the forms and
shall be operated to screed and consolidate the concrete. Machines that cause displacement of the forms
shall be replaced. The machine shall make only one pass over each area of pavement. If the equipment
and procedures do not produce a surface of uniform texture, true to grade, in one pass, the operation shall
be immediately stopped and the equipment, mixture, and procedures adjusted as necessary.
c. Other types of finishing equipment. Clary screeds, other rotating tube floats, or bridge deck
finishers are not allowed on mainline paving, but may be allowed on irregular or odd-shaped slabs, and
near buildings or trench drains, subject to the RPR’s approval.
Bridge deck finishers shall have a minimum operating weight of 7500 pounds (3400 kg) and shall
have a transversely operating carriage containing a knock-down auger and a minimum of two immersion
vibrators. Vibrating screeds or pans shall be used only for isolated slabs where hand finishing is permitted
as specified, and only where specifically approved.
d. Hand finishing. Hand finishing methods will not be permitted, except under the following
conditions: (1) in the event of breakdown of the mechanical equipment, hand methods may be used to
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finish the concrete already deposited on the grade and (2) in areas of narrow widths or of irregular
dimensions where operation of the mechanical equipment is impractical.
e. Straightedge testing and surface correction. After the pavement has been struck off and while
the concrete is still plastic, it shall be tested for trueness with a 12-foot (3.7-m) finishing straightedge
swung from handles capable of spanning at least one-half the width of the slab. The straightedge shall be
held in contact with the surface in successive positions parallel to the centerline and the whole area gone
over from one side of the slab to the other, as necessary. Advancing shall be in successive stages of not
more than one-half the length of the straightedge. Any excess water and laitance in excess of 1/8 inch (3
mm) thick shall be removed from the surface of the pavement and wasted. Any depressions shall be
immediately filled with freshly mixed concrete, struck off, consolidated, and refinished. High areas shall
be cut down and refinished. Special attention shall be given to assure that the surface across joints meets
the smoothness requirements. Straightedge testing and surface corrections shall continue until the entire
surface is found to be free from observable departures from the straightedge and until the slab conforms
to the required grade and cross-section. The use of long-handled wood floats shall be confined to a
minimum; they may be used only in emergencies and in areas not accessible to finishing equipment.
501-4.12 Surface texture. The surface of the pavement shall be finished as designated below for all
newly constructed concrete pavements. It is important that the texturing equipment not tear or unduly
roughen the pavement surface during the operation. The texture shall be uniform in appearance and
approximately 1/16 inch (2 mm) in depth. Any imperfections resulting from the texturing operation shall
be corrected to the satisfaction of the RPR.
a. Brush or broom finish. Shall be applied when the water sheen has practically disappeared. The
equipment shall operate transversely across the pavement surface.
b. Burlap drag finish. Burlap, at least 15 ounces per square yard (555 grams per square meter), will
typically produce acceptable texture. To obtain a textured surface, the transverse threads of the burlap
shall be removed approximately one foot (30 cm) from the trailing edge. A heavy buildup of grout on the
burlap threads produces the desired wide sweeping longitudinal striations on the pavement surface.
c. Artificial turf finish. Not used.
501-4.13 Curing. Immediately after finishing operations are completed and bleed water is gone from the
surface, all exposed surfaces of the newly placed concrete shall be cured for a 7-day cure period in
accordance with one of the methods below. Failure to provide sufficient cover material of whatever kind
the Contractor may elect to use, or lack of water to adequately take care of both curing and other
requirements, shall be cause for immediate suspension of concreting operations. The concrete shall not be
left exposed for more than 1/2 hour during the curing period.
When a two-saw-cut method is used to construct the contraction joint, the curing compound shall be
applied to the saw-cut immediately after the initial cut has been made. The sealant reservoir shall not be
sawed until after the curing period has been completed. When the one cut method is used to construct the
contraction joint, the joint shall be cured with wet rope, wet rags, or wet blankets. The rags, ropes, or
blankets shall be kept moist for the duration of the curing period.
a. Impervious membrane method. Curing with liquid membrane compounds should not occur until
bleed and surface moisture has evaporated. All exposed surfaces of the pavement shall be sprayed
uniformly with white pigmented curing compound immediately after the finishing of the surface and
before the set of the concrete has taken place. The curing compound shall not be applied during rainfall.
Curing compound shall be applied by mechanical sprayers under pressure at the rate of one gallon (4
liters) to not more than 150 square feet (14 sq m). The spraying equipment shall be of the fully atomizing
type equipped with a tank agitator. At the time of use, the compound shall be in a thoroughly mixed
condition with the pigment uniformly dispersed throughout the vehicle. During application, the
compound shall be stirred continuously by mechanical means. Hand spraying of odd widths or shapes and
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concrete surfaces exposed by the removal of forms will be permitted. When hand spraying is approved by
the RPR, a double application rate shall be used to ensure coverage. Should the film become damaged
from any cause, including sawing operations, within the required curing period, the damaged portions
shall be repaired immediately with additional compound or other approved means. Upon removal of side
forms, the sides of the exposed slabs shall be protected immediately to provide a curing treatment equal to
that provided for the surface.
b. White burlap-polyethylene sheets. The surface of the pavement shall be entirely covered with the
sheeting. The sheeting used shall be such length (or width) that it will extend at least twice the thickness
of the pavement beyond the edges of the slab. The sheeting shall be placed so that the entire surface and
both edges of the slab are completely covered. The sheeting shall be placed and weighted to remain in
contact with the surface covered, and the covering shall be maintained fully saturated and in position for
seven (7) days after the concrete has been placed.
c. Water method. The entire area shall be covered with burlap or other water absorbing material. The
material shall be of sufficient thickness to retain water for adequate curing without excessive runoff. The
material shall be kept wet at all times and maintained for seven (7) days. When the forms are stripped, the
vertical walls shall also be kept moist. It shall be the responsibility of the Contractor to prevent ponding
of the curing water on the subbase.
d. Concrete protection for cold weather. Maintain the concrete at a temperature of at least 50°F
(10°C) for a period of 72 hours after placing and at a temperature above freezing for the remainder of the
7-day curing period. The Contractor shall be responsible for the quality and strength of the concrete
placed during cold weather; and any concrete damaged shall be removed and replaced at the Contractor’s
expense.
e. Concrete protection for hot weather. Concrete should be continuous moisture cured for the
entire curing period and shall commence as soon as the surfaces are finished and continue for at least 24
hours. However, if moisture curing is not practical beyond 24 hours, the concrete surface shall be
protected from drying with application of a liquid membrane-forming curing compound while the
surfaces are still damp. Other curing methods may be approved by the RPR.
501-4.14 Removing forms. Unless otherwise specified, forms shall not be removed from freshly placed
concrete until it has hardened sufficiently to permit removal without chipping, spalling, or tearing. After
the forms have been removed, the sides of the slab shall be cured in accordance with paragraph 501-4.13.
If honeycombed areas are evident when the forms are removed, materials, placement, and consolidation
methods must be reviewed and appropriate adjustments made to assure adequate consolidation at the
edges of future concrete placements. Honeycombed areas that extend into the slab less than
approximately 1 inch (25 mm), shall be repaired with an approved grout, as directed by the RPR.
Honeycombed areas that extend into the slab greater than a depth of 1 inch (25 mm) shall be considered
as defective work and shall be removed and replaced in accordance with paragraph 501-4.19.
501-4.15 Saw-cut grooving. If shown on the plans, grooved surfaces shall be provided in accordance
with the requirements of Item P-621.
501-4.16 Sealing joints. The joints in the pavement shall be sealed in accordance with Item P-605.
501-4.17 Protection of pavement. The Contractor shall protect the pavement and its appurtenances
against both public traffic and traffic caused by the Contractor’s employees and agents until accepted by
the RPR. This shall include watchmen to direct traffic and the erection and maintenance of warning signs,
lights, pavement bridges, crossovers, and protection of unsealed joints from intrusion of foreign material,
etc. Any damage to the pavement occurring prior to final acceptance shall be repaired or the pavement
replaced at the Contractor’s expense.
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Aggregates, rubble, or other similar construction materials shall not be placed on airfield pavements.
Traffic shall be excluded from the new pavement by erecting and maintaining barricades and signs until
the concrete is at least seven (7) days old, or for a longer period if directed by the RPR.
In paving intermediate lanes between newly paved pilot lanes, operation of the hauling and paving
equipment will be permitted on the new pavement after the pavement has been cured for seven (7) days,
the joints are protected, the concrete has attained a minimum field cured flexural strength of [ 450 psi
(3100 kPa) ], and the slab edge is protected.
All new and existing pavement carrying construction traffic or equipment shall be kept clean and spillage
of concrete and other materials shall be cleaned up immediately.
Damaged pavements shall be removed and replaced at the Contractor’s expense. Slabs shall be removed
to the full depth, width, and length of the slab.
501-4.18 Opening to construction traffic. The pavement shall not be opened to traffic until test
specimens molded and cured in accordance with ASTM C31 have attained a flexural strength of [ 450
pounds per square inch (3100 kPa) ] when tested in accordance with ASTM C78. If such tests are not
conducted, the pavement shall not be opened to traffic until 14 days after the concrete was placed. Prior to
opening the pavement to construction traffic, all joints shall either be sealed or protected from damage to
the joint edge and intrusion of foreign materials into the joint. As a minimum, backer rod or tape may be
used to protect the joints from foreign matter intrusion.
501-4.19 Repair, removal, or replacement of slabs. New pavement slabs that are broken or contain
cracks or are otherwise defective or unacceptable as defined by acceptance criteria in paragraph 501-6.6
shall be removed and replaced or repaired, as directed by the RPR, at the Contractor’s expense. Spalls
along joints shall be repaired as specified. Removal of partial slabs is not permitted. Removal and
replacement shall be full depth, shall be full width of the slab, and the limit of removal shall be normal to
the paving lane and to each original transverse joint. The RPR will determine whether cracks extend full
depth of the pavement and may require cores to be drilled on the crack to determine depth of cracking.
Such cores shall be have a diameter of 2 inches (50 mm) to 4 inches (100 mm), shall be drilled by the
Contractor and shall be filled by the Contractor with a well consolidated concrete mixture bonded to the
walls of the hole with a bonding agent, using approved procedures. Drilling of cores and refilling holes
shall be at no expense to the Owner. Repair of cracks as described in this section shall not be allowed if in
the opinion of the RPR the overall condition of the pavement indicates that such repair is unlikely to
achieve an acceptable and durable finished pavement. No repair of cracks shall be allowed in any panel
that demonstrates segregated aggregate with an absence of coarse aggregate in the upper 1/8 inch (3 mm)
of the pavement surface.
a. Shrinkage cracks. Shrinkage cracks which do not exceed one-third of the pavement depth shall be
cleaned and either high molecular weight methacrylate (HMWM) applied; or epoxy resin (Type IV,
Grade 1) pressure injected using procedures recommended by the manufacturer and approved by the
RPR. Sandblasting of the surface may be required following the application of HMWM to restore skid
resistance. Care shall be taken to ensure that the crack is not widened during epoxy resin injection. All
epoxy resin injection shall take place in the presence of the RPR. Shrinkage cracks which exceed one-
third the pavement depth shall be treated as full depth cracks in accordance with paragraphs 501-4.19b
and 501-19c.
b. Slabs with cracks through interior areas. Interior area is defined as that area more than 6 inches
(150 mm) from either adjacent original transverse joint. The full slab shall be removed and replaced at no
cost to the Owner, when there are any full depth cracks, or cracks greater than one-third the pavement
depth, that extend into the interior area.
c. Cracks close to and parallel to joints. All full-depth cracks within 6 inches (150 mm) either side
of the joint and essentially parallel to the original joints, shall be treated as follows.
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(1) Full depth cracks and original joint not cracked. The full-depth crack shall be treated as
the new joint and the original joint filled with an epoxy resin.
i. Full-depth crack. The joint sealant reservoir for the crack shall be formed by sawing to a
depth of 3/4 inches (19 mm), ±1/16 inch (2 mm), and to a width of 5/8 inch (16 mm), ±1/8 inch (3 mm).
The crack shall be sawed with equipment specially designed to follow random cracks. Any equipment or
procedure which causes raveling or spalling along the crack shall be modified or replaced to prevent
raveling or spalling. The joint shall be sealed with sealant in accordance with P-605 or as directed by the
RPR.
ii. Original joint. If the original joint sealant reservoir has been sawed out, the reservoir and
as much of the lower saw cut as possible shall be filled with epoxy resin, Type IV, Grade 2, thoroughly
tooled into the void using approved procedures.
If only the original narrow saw cut has been made, it shall be cleaned and pressure injected
with epoxy resin, Type IV, Grade 1, using approved procedures.
Where a parallel crack goes part way across paving lane and then intersects and follows the
original joint which is cracked only for the remained of the width, it shall be treated as specified above for
a parallel crack, and the cracked original joint shall be prepared and sealed as originally designed.
(2) Full depth cracks and original joint cracked. If there is any place in the lane width where a
parallel crack and a cracked portion of the original joint overlap, the entire slab containing the crack shall
be removed and replaced.
d. Removal and replacement of full slabs. Make a full depth cut perpendicular to the slab surface
along all edges of the slab with a concrete saw cutting any dowels or tie-bars. Remove damaged slab
protecting adjacent pavement from damage. Damage to adjacent slabs may result in removal of
additional slabs as directed by the RPR at the Contractor’s expense.
The underlying material shall be repaired, re-compacted and shaped to grade.
Dowels of the size and spacing specified for other joints in similar pavement on the project shall be
installed along all four (4) edges of the new slab in accordance with paragraph 501-4.10d.
Placement of concrete shall be as specified for original construction. The joints around the new slab shall
be prepared and sealed as specified for original construction.
e. Spalls along joints.
(1) Spalls less than one inch wide and less than the depth of the joint sealant reservoir, shall be
filled with joint sealant material.
(2) Spalls larger than one inch and/or deeper than the joint reservoir, but less than ½ the slab
depth, and less than 25% of the length of the adjacent joint shall be repaired as follows:
i. Make a vertical saw cut at least one inch (25 mm) outside the spalled area and to a depth of
at least 2 inches (50 mm). Saw cuts shall be straight lines forming rectangular areas surrounding the
spalled area.
ii. Remove unsound concrete and at least 1/2 inch (12 mm) of visually sound concrete
between the saw cut and the joint or crack with a light chipping hammer.
iii. Clean cavity with high-pressure water jets supplemented with compressed air as needed to
remove all loose material.
iv. Apply a prime coat of epoxy resin, Type III, Grade I, to the dry, cleaned surface of all
sides and bottom of the cavity, except any joint face.
v. Fill the cavity with low slump concrete or mortar or with epoxy resin concrete or mortar.
vi. An insert or other bond-breaking medium shall be used to prevent bond at all joint faces.
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vii. A reservoir for the joint sealant shall be sawed to the dimensions required for other joints,
or as required to be routed for cracks. The reservoir shall be thoroughly cleaned and sealed with the sealer
specified for the joints.
(3) Spalls deeper than 1/2 of the slab depth or spalls longer than 25% of the adjacent joint require
replacement of the entire slab.
f. Diamond grinding of Concrete surfaces. Diamond grinding shall be completed prior to pavement
grooving. Diamond grinding of the hardened concrete should not be performed until the concrete is at
least 14 days old and has achieved full minimum strength. Equipment that causes ravels, aggregate
fractures, spalls or disturbance to the joints will not be permitted. The depth of diamond grinding shall not
exceed 1/2 inch (13 mm) and all areas in which diamond grinding has been performed will be subject to
the final pavement thickness tolerances specified.
Diamond grinding shall be performed with a machine specifically designed for diamond grinding
capable of cutting a path at least 3 feet (0.9 m) wide. The saw blades shall be 1/8-inch (3-mm) wide with
sufficient number of flush cut blades that create grooves between 0.090 and 0.130 inches (2 and 3.5 mm)
wide; and peaks and ridges approximately 1/32 inch (1 mm) higher than the bottom of the grinding cut.
The Contractor shall determine the number and type of blades based on the hardness of the aggregate.
Contractor shall demonstrate to the RPR that the grinding equipment will produce satisfactory results
prior to making corrections to surfaces.
Grinding will be tapered in all directions to provide smooth transitions to areas not requiring grinding.
The slurry resulting from the grinding operation shall be continuously removed and the pavement left in a
clean condition. All grinding shall be at the expense of the Contractor.
501-5.4 Control charts. Not Used501-5.5 Corrective action at Suspension Limit. Not Used
MATERIAL ACCEPTANCE
501-6.1 Quality Assurance (QA) Acceptance sampling and testing. All acceptance sampling and
testing necessary to determine conformance with the requirements specified in this section, with the
exception of coring for thickness determination, will be performed by the RPR. The Contractor shall
provide adequate facilities for the initial curing of beams. The Contractor shall bear the cost of providing
initial curing facilities and coring and filling operations, per paragraph 501-6.5b(1).
The samples will be transported while in the molds. The curing, except for the initial cure period, will be
accomplished using the immersion in saturated lime water method. During the 24 hours after molding,
the temperature immediately adjacent to the specimens must be maintained in the range of 60° to 80°F
(16° to 27°C), and loss of moisture from the specimens must be prevented. The specimens may be stored
in tightly constructed wooden boxes, damp sand pits, temporary buildings at construction sites, under wet
burlap in favorable weather, or in heavyweight closed plastic bags, or using other suitable methods,
provided the temperature and moisture loss requirements are met.
501-6.2 Quality Assurance (QA) testing laboratory. Quality assurance testing organizations
performing these acceptance tests will be accredited in accordance with ASTM C1077. The quality
assurance laboratory accreditation must be current and listed on the accrediting authority’s website. All
test methods required for acceptance sampling and testing must be listed on the lab accreditation. A copy
of the laboratory’s current accreditation and accredited test methods will be submitted to the RPR prior to
start of construction.
501-6.3 Lot size. Concrete will be accepted for strength and thickness on a lot basis. A lot will consist of
a day’s production not to exceed 2,000 cubic yards. Each lot will be divided into approximately equal
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sublots with individual sublots between 400 to 600 cubic yards. Where three sublots are produced, they
will constitute a lot. Where one or two sublots are produced, they will be incorporated into the previous or
next lot. Where more than one plant is simultaneously producing concrete for the job, the lot sizes will
apply separately for each plant.
501-6.4 Partial lots. When operational conditions cause a lot to be terminated before the specified
number of tests have been made for the lot or for overages or minor placements to be considered as partial
lots, the following procedure will be used to adjust the lot size and the number of tests for the lot.
Where three sublots have been produced, they will constitute a lot. Where one or two sublots have been
produced, they will be incorporated into the next lot or the previous lot and the total number of sublots
will be used in the acceptance criteria calculation, that is, n=5 or n=6.
501-6.5 Acceptance Sampling and Testing.
a. Strength.
(1) Sampling. One sample will be taken for each sublot from the concrete delivered to the job
site. Sampling locations will be determined by the RPR in accordance with random sampling procedures
contained in ASTM D3665. The concrete will be sampled in accordance with ASTM C172.
(2) Test Specimens. The Contractor will be responsible for the casting, initial curing,
transportation, and curing of specimens in accordance with ASTM C31. Six (6) specimens will be made
from each sample and slump, air content, unit weight, and temperature tests will be conducted for each set
of strength specimens. Within 24 to 48 hours, the samples will be transported from the field to the
laboratory while in the molds. Samples will be cured in saturated lime water.
The strength of each specimen will be determined in accordance with ASTM C78. The strength
for each sublot will be computed by averaging the results of the two test specimens representing that
sublot.
(3) Acceptance. Acceptance of pavement for strength will be determined by the RPR in
accordance with paragraph 501-6.6b(1). All individual strength tests within a lot will be checked for
outliers in accordance with ASTM E178, at a significance level of 5%. Outliers will be discarded and the
remaining test values will be used to determine acceptance in accordance with paragraph 501-6.5b.
b. Pavement thickness. Not Used
501-6.6 Acceptance criteria.
a. General. Acceptance will be based on the following characteristics of the completed pavement
discussed in paragraph 501-6.5b:
(1) Strength
(2) Thickness. Not Used
(3) Grade. Not Used
(4) Profilograph smoothness - Not used.
(5) Adjustments for repairs
Acceptance for strength, thickness, and grade, will be based on the criteria contained in accordance
with paragraph 501-6.6b(1), 501-6.6b(2), and 501-6.6b(3), respectively.
b. Acceptance criteria.
(1) Strength. The strength for each sublot shall be computed by averaging the results of
that sublot. When sublot strength equals or exceeds the strength as specified in paragraph 501-
3.3, the lot will be acceptable. Acceptance and payment for the lot will be determined in
accordance with paragraph 501-8.1.
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(2) Thickness. Not Used
(3) Grade. Not Used
(4) Profilograph roughness for QA Acceptance. Not used.
METHOD OF MEASUREMENT
501-7.1 Concrete Pavement shall be measured by the number of cubic yards of pavement as specified in-
place, completed and accepted.
BASIS OF PAYMENT
501-8.1 Payment. Payment for concrete pavement meeting all acceptance criteria as specified in
paragraph 501-6.6. Acceptance Criteria shall be based on results of strength.
Payment shall be full compensation for all labor, materials, tools, equipment, and incidentals, including
dowels and bond breaker, required to complete the work as specified herein and on the drawings.
Payment shall be made under:
Item P-501-8.1 Concrete Pavement – w/ dowels and bond breaker – per cubic yard
REFERENCES
The publications listed below form a part of this specification to the extent referenced. The publications
are referred to within the text by the basic designation only.
ASTM International (ASTM)
ASTM A184 Standard Specification for Welded Deformed Steel Bar Mats for
Concrete Reinforcement
ASTM A615 Standard Specification for Deformed and Plain Carbon-Steel Bars for
Concrete Reinforcement
ASTM A704 Standard Specification for Welded Steel Plain Bar or Rod Mats for
Concrete Reinforcement
ASTM A706 Standard Specification for Low-Alloy Steel Deformed and Plain Bars for
Concrete Reinforcement
ASTM A775 Standard Specification for Epoxy-Coated Steel Reinforcing Bars
ASTM A884 Standard Specification for Epoxy-Coated Steel Wire and Welded Wire
Reinforcement
ASTM A934 Standard Specification for Epoxy-Coated Prefabricated Steel Reinforcing
Bars
ASTM A996 Standard Specification for Rail-Steel and Axle-Steel Deformed Bars for
Concrete Reinforcement
ASTM A1035 Standard Specification for Deformed and Plain, Low-Carbon,
Chromium, Steel Bars for Concrete Reinforcement
ASTM A1064 Standard Specification for Carbon-Steel Wire and Welded Wire
Reinforcement, Plain and Deformed, for Concrete
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ASTM A1078 Standard Specification for Epoxy-Coated Steel Dowels for Concrete
Pavement
ASTM C29 Standard Test Method for Bulk Density (“Unit Weight”) and Voids in
Aggregate
ASTM C31 Standard Practice for Making and Curing Concrete Test Specimens in the
Field
ASTM C33 Standard Specification for Concrete Aggregates
ASTM C39 Standard Test Method for Compressive Strength of Cylindrical Concrete
Specimens
ASTM C70 Standard Test Method for Surface Moisture in Fine Aggregate
ASTM C78 Standard Test Method for Flexural Strength of Concrete (Using Simple
Beam with Third-Point Loading)
ASTM C88 Standard Test Method for Soundness of Aggregates by Use of Sodium
Sulfate or Magnesium Sulfate
ASTM C94 Standard Specification for Ready-Mixed Concrete
ASTM C114 Standard Test Methods for Chemical Analysis of Hydraulic Cement
ASTM C117 Standard Test Method for Materials Finer than 75-μm (No. 200) Sieve in
Mineral Aggregates by Washing
ASTM C123 Standard Test Method for Lightweight Particles in Aggregate
ASTM C136 Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates
ASTM C131 Standard Test Method for Resistance to Degradation of Small-Size
Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine
ASTM C136 Standard Test Method for Sieve or Screen Analysis of Fine and Coarse
Aggregates
ASTM C138 Standard Test Method for Density (Unit Weight), Yield, and Air Content
(Gravimetric) of Concrete
ASTM C142 Standard Test Method for Clay Lumps and Friable Particles in
Aggregates
ASTM C143 Standard Test Method for Slump of Hydraulic-Cement Concrete
ASTM C150 Standard Specification for Portland Cement
ASTM C171 Standard Specification for Sheet Materials for Curing Concrete
ASTM C172 Standard Practice for Sampling Freshly Mixed Concrete
ASTM C173 Standard Test Method for Air Content of Freshly Mixed Concrete by the
Volumetric Method
ASTM C174 Standard Test Method for Measuring Thickness of Concrete Elements
Using Drilled Concrete Cores
ASTM C227 Standard Test Method for Potential Alkali Reactivity of Cement-
Aggregate Combinations (Mortar-Bar Method)
ASTM C231 Standard Test Method for Air Content of Freshly Mixed Concrete by the
Pressure Method
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ASTM C260 Standard Specification for Air-Entraining Admixtures for Concrete
ASTM C295 Standard Guide for Petrographic Examination of Aggregates for
Concrete
ASTM C309 Standard Specification for Liquid Membrane-Forming Compounds for
Curing Concrete
ASTM C311 Standard Test Methods for Sampling and Testing Fly Ash or Natural
Pozzolans for Use in Portland Cement Concrete
ASTM C494 Standard Specification for Chemical Admixtures for Concrete
ASTM C566 Standard Test Method for Total Evaporable Moisture Content of
Aggregates by Drying
ASTM C595 Standard Specification for Blended Hydraulic Cements
ASTM C618 Standard Specification for Coal Fly Ash and Raw or Calcined Natural
Pozzolan for Use in Concrete
ASTM C642 Standard Test Method for Density, Absorption, and Voids in Hardened
Concrete
ASTM C666 Standard Test Method for Resistance of Concrete to Rapid Freezing and
Thawing
ASTM C685 Standard Specification for Concrete Made by Volumetric Batching and
Continuous Mixing
ASTM C881 Standard Specification for Epoxy-Resin-Base Bonding Systems for
Concrete
ASTM C989 Standard Specification for Slag Cement for Use in Concrete and Mortars
ASTM C1017 Standard Specification for Chemical Admixtures for Use in Producing
Flowing Concrete
ASTM C1064 Test Method for Temperature of Freshly Mixed Hydraulic-Cement
Concrete
ASTM C1077 Standard Practice for Agencies Testing Concrete and Concrete
Aggregates for Use in Construction and Criteria for Testing Agency
Evaluation
ASTM C1157 Standard Performance Specification for Hydraulic Cement
ASTM C1260 Standard Test Method for Potential Alkali Reactivity of Aggregates
(Mortar-Bar Method)
ASTM C1365 Standard Test Method for Determination of the Proportion of Phases in
Portland Cement and Portland-Cement Clinker Using X-Ray Powder
Diffraction Analysis
ASTM C1567 Standard Test Method for Determining the Potential Alkali-Silica
Reactivity of Combinations of Cementitious Materials and Aggregate
(Accelerated Mortar-Bar Method)
ASTM C1602 Standard Specification for Mixing Water Used in the Production of
Hydraulic Cement Concrete
ASTM D75 Standard Practice for Sampling Aggregates
ASTM D1751 Standard Specification for Preformed Expansion Joint Filler for Concrete
Paving and Structural Construction (Nonextruding and Resilient
Bituminous Types)
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ASTM D1752 Standard Specification for Preformed Sponge Rubber and Cork and
Recycled PVC Expansion Joint Fillers for Concrete Paving and
Structural Construction
ASTM D2419 Standard Test Method for Sand Equivalent Value of Soils and Fine
Aggregate
ASTM D3665 Standard Practice for Random Sampling of Construction Materials
ASTM D4791 Standard Test Method for Flat Particles, Elongated Particles, or Flat and
Elongated Particles in Coarse Aggregate
ASTM E178 Standard Practice for Dealing with Outlying Observations
ASTM E1274 Standard Test Method for Measuring Pavement Roughness Using a
Profilograph
ASTM E2133 Standard Test Method for Using a Rolling Inclinometer to Measure
Longitudinal and Transverse Profiles of a Traveled Surface
American Concrete Institute (ACI)
ACI 305R Guide to Hot Weather Concreting
ACI 306R Guide to Cold Weather Concreting
ACI 309R Guide for Consolidation of Concrete
Advisory Circulars (AC)
AC 150/5320-6 Airport Pavement Design and Evaluation
Federal Highway Administration (FHWA)
HIPERPAV 3, version 3.2
Portland Concrete Association (PCA)
PCA Design and Control of Concrete Mixtures, 16
th Edition
U.S. Army Corps of Engineers (USACE) Concrete Research Division (CRD)
CRD C662 Determining the Potential Alkali-Silica Reactivity of Combinations of
Cementitious Materials, Lithium Nitrate Admixture and Aggregate
(Accelerated Mortar-Bar Method)
United States Air Force Engineering Technical Letter (ETL)
ETL 97-5 Proportioning Concrete Mixtures with Graded Aggregates for Rigid
Airfield Pavements
END ITEM P-501
CENTURY WEST ENGINEERING P-605 Joint Sealants for Pavements - 1 of 4 JULY 2021 | #35022.002.02
Item P-605 Joint Sealants for Pavements
DESCRIPTION
605-1.1 This item shall consist of providing and installing a resilient and adhesive joint sealing material
capable of effectively sealing joints in pavement; joints between different types of pavements; and cracks
in existing pavement.
MATERIALS
605-2.1 Joint sealants. Joint sealant materials shall meet the requirements of ASTM D5893 Type SL.
Each lot or batch of sealant shall be delivered to the jobsite in the manufacturer’s original sealed
container. Each container shall be marked with the manufacturer’s name, batch or lot number, the safe
heating temperature, and shall be accompanied by the manufacturer’s certification stating that the sealant
meets the requirements of this specification.
605-2.2 Backer rod. The material furnished shall be a compressible, non-shrinking, non-staining,
non-absorbing material that is non-reactive with the joint sealant in accordance with ASTM
D5249. The backer-rod material shall be 25% ± 5 % larger in diameter than the nominal width of
the joint.
605-2.3 Bond breaking tapes. Not Used.
CONSTRUCTION METHODS
605-3.1 Time of application. Joints shall be sealed as soon after completion of the curing period as
feasible and before the pavement is opened to traffic, including construction equipment. The pavement
temperature shall be 50°F and rising and below 95°F at the time of application of the poured joint sealing
material. Do not apply sealant if moisture is observed in the joint.
605-3.2 Equipment. Machines, tools, and equipment used in the performance of the work required by
this section shall be approved before the work is started and maintained in satisfactory condition at all
times. Submit a list of proposed equipment to be used in performance of construction work including
descriptive data, 30 days prior to use on the project.
a. Tractor-mounted routing tool. Provide a routing tool, used for removing old sealant from the
joints, of such shape and dimensions and so mounted on the tractor that it will not damage the sides of the
joints. The tool shall be designed so that it can be adjusted to remove the old material to varying depths as
required. The use of V-shaped tools or rotary impact routing devices will not be permitted. Hand-operated
spindle routing devices may be used to clean and enlarge random cracks.
b. Concrete saw. Provide a self-propelled power saw, with water-cooled diamond or abrasive saw
blades, for cutting joints to the depths and widths specified.
c. Sandblasting equipment. The Contractor must demonstrate sandblasting equipment including the
air compressor, hose, guide and nozzle size, under job conditions, before approval in accordance with
paragraph 605-3.3. The Contractor shall demonstrate, in the presence of the Resident Project
Representative (RPR), that the method cleans the joint and does not damage the joint.
d. Waterblasting equipment. The Contractor must demonstrate waterblasting equipment including
the pumps, hose, guide and nozzle size, under job conditions, before approval in accordance with
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paragraph 605-3.3. The Contractor shall demonstrate, in the presence of the RPR, that the method cleans
the joint and does not damage the joint.
e. Hand tools. Hand tools may be used, when approved, for removing defective sealant from a crack
and repairing or cleaning the crack faces. Hand tools should be carefully evaluated for potential spalling
effects prior to approval for use.
f. Hot-poured sealing equipment. Not Used.
g. Cold-applied, single-component sealing equipment. The equipment for installing ASTM D5893
single component joint sealants shall consist of an extrusion pump, air compressor, following plate, hoses,
and nozzle for transferring the sealant from the storage container into the joint opening. The dimension of
the nozzle shall be such that the tip of the nozzle will extend into the joint to allow sealing from the
bottom of the joint to the top. Maintain the initially approved equipment in good working condition,
serviced in accordance with the supplier’s instructions, and unaltered in any way without obtaining prior
approval. Small hand-held air-powered equipment (i.e., caulking guns) may be used for small
applications.
605-3.3 Preparation of joints. Pavement joints for application of material in this specification must be
dry, clean of all scale, dirt, dust, curing compound, and other foreign matter. The Contractor shall
demonstrate, in the presence of the RPR, that the method cleans the joint and does not damage the joint.
a. Sawing. All joints shall be sawed in accordance with specifications and plan details. Immediately
after sawing the joint, the resulting slurry shall be completely removed from joint and adjacent area by
flushing with a jet of water, and by use of other tools as necessary.
b. Sealing. Immediately before sealing, the joints shall be thoroughly cleaned of all remaining
laitance, curing compound, filler, protrusions of hardened concrete, old sealant and other foreign material
from the sides and upper edges of the joint space to be sealed. Cleaning shall be accomplished by
sandblasting, tractor-mounted routing equipment, concrete saw, and/or water blasting as specified in
paragraph 605-3.2. The newly exposed concrete joint faces and the pavement surface extending a
minimum of 1/2 inch (12 mm) from the joint edge shall be sandblasted clean. Sandblasting shall be
accomplished in a minimum of two passes. One pass per joint face with the nozzle held at an angle
directly toward the joint face and not more than 3 inches (75 mm) from it. After final cleaning and
immediately prior to sealing, blow out the joints with compressed air and leave them completely free of
debris and water. The joint faces shall be surface dry when the seal is applied.
c. Backer Rod. When the joint opening is of a greater depth than indicated for the sealant depth, plug
or seal off the lower portion of the joint opening using a backer rod in accordance with paragraph 605-2.2
to prevent the entrance of the sealant below the specified depth. Take care to ensure that the backer rod is
placed at the specified depth and is not stretched or twisted during installation.
d. Bond-breaking tape. Not Used.
605-3.4 Installation of sealants. Joints shall be inspected for proper width, depth, alignment, and
preparation, and shall be approved by the RPR before sealing is allowed. Sealants shall be installed in
accordance with the following requirements:
Immediately preceding, but not more than 50 feet (15 m) ahead of the joint sealing operations, perform a
final cleaning with compressed air. Fill the joints from the bottom up to 3/8 inch ±1/16 inch below the
top of pavement surface; or bottom of groove for grooved pavement. Remove and discard excess or
spilled sealant from the pavement by approved methods. Install the sealant in such a manner as to prevent
the formation of voids and entrapped air. In no case shall gravity methods or pouring pots be used to
install the sealant material. Traffic shall not be permitted over newly sealed pavement until authorized by
the RPR. When a primer is recommended by the manufacturer, apply it evenly to the joint faces in
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accordance with the manufacturer’s instructions. Check the joints frequently to ensure that the newly
installed sealant is cured to a tack-free condition within the time specified.
605-3.5 Inspection. The Contractor shall inspect the joint sealant for proper rate of cure and set, bonding
to the joint walls, cohesive separation within the sealant, reversion to liquid, entrapped air and voids.
Sealants exhibiting any of these deficiencies at any time prior to the final acceptance of the project shall
be removed from the joint, wasted, and replaced as specified at no additional cost to the airport.
605-3.6 Clean-up. Upon completion of the project, remove all unused materials from the site and leave
the pavement in a clean condition.
METHOD OF MEASUREMENT
605-4.1 Joint Sealing Filler shall be measured by the linear foot of sealant in place, completed, and
accepted.
BASIS OF PAYMENT
605-5.1 Payment for joint sealing material shall be made at the contract unit price per linear foot. The
price shall be full compensation for furnishing all materials, for all preparation, delivering, and placing of
these materials, and for all labor, equipment, tools, and incidentals necessary to complete the item.
Payment will be made under:
Item P-605-5.1 Joint Sealing Filler – per linear foot
REFERENCES
The publications listed below form a part of this specification to the extent referenced. The publications
are referred to within the text by the basic designation only.
ASTM International (ASTM)
ASTM D789 Standard Test Method for Determination of Relative Viscosity of
Polyamide (PA)
ASTM D5249 Standard Specification for Backer Material for Use with Cold- and Hot-
Applied Joint Sealants in Portland-Cement Concrete and Asphalt Joints
ASTM D5893 Standard Specification for Cold Applied, Single Component, Chemically
Curing Silicone Joint Sealant for Portland Cement Concrete Pavements
ASTM D6690 Standard Specification for Joint and Crack Sealants, Hot Applied, for
Concrete and Asphalt]
ASTM D7116 Standard Specification for Joint Sealants, Hot Applied, Jet Fuel Resistant
Types for Portland Cement Concrete Pavements
Advisory Circulars (AC)
AC 150/5340-30 Design and Installation Details for Airport Visual Aid
END ITEM P-605
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CENTURY WEST ENGINEERING P-621 Saw-Cut Grooves - 1 of 4 JULY 2021 | #35022.002.02
Item P-621 Saw-Cut Grooves
DESCRIPTION
621-1.1 This item consists of constructing saw-cut grooves to minimize hydroplaning during wet weather,
providing a skid resistant surface in accordance with these specifications and at the locations shown on
the plans, or as directed by the Resident Project Representative (RPR).
CONSTRUCTION METHODS
621-2.1 Procedures. The Contractor shall submit to the RPR the grooving sequence and method of
placing guide lines to control grooving operation. Transverse grooves saw-cut in the pavement must form
a 1/4 inch (+1/16 inch, -0 inch) wide by 1/4 inch (±1/16 inch) deep by 1-1/2 inch (-1/8 inch, +0 inch)
center-to-center configuration. The grooves must be continuous for the entire runway length. They must
be saw-cut transversely (perpendicular to centerline) in the runway and high-speed taxiway pavement to
not less than 5 feet from the runway pavement edge to allow adequate space for equipment operation.
The saw-cut grooves must meet the following tolerances. The tolerances apply to each day’s production
and to each piece of grooving equipment used for production. The Contractor is responsible for all
controls and process adjustments necessary to meet these tolerances. The Contractor shall routinely spot
check for compliance each time the equipment aligns for a grooving pass.
a. Alignment tolerance. The grooves shall not vary more than ±1-1/2 inch (38 mm) in alignment for
75 feet (23 m) along the runway length, allowing for realignment every 500 feet (150 m) along the
runway length.
b. Groove tolerance.
(1) Depth. The standard depth is 1/4 inch (6 mm). At least 90% of the grooves must be at least
3/16 inch (5 mm), at least 60% of the grooves must be at least 1/4 inch (6 mm), and not more than 10% of
the grooves may exceed 5/16 inch (8 mm).
(2) Width. The standard width is 1/4 inch (6 mm). At least 90% of the grooves must be at least
3/16 inch (5 mm), at least 60% of the grooves must be at least 1/4 inch (6 mm), and not more than 10% of
the grooves may exceed 5/16 inch (8 mm).
(3) Center-to-center spacing. The standard spacing is 1-1/2 inch (38 mm). Minimum spacing 1-
3/8 inch (34 mm). Maximum spacing 1-1/2 inch (38 mm).
Saw-cut grooves must not be closer than 3 inches (8 cm) or more than 9 inches (23 cm) from
transverse joints in concrete pavements. Grooves must not be closer than 6 inches (150 mm) and no
more than 18 inches (0.5 m) from in-pavement light fixtures. Grooves may be continued through
longitudinal construction joints. Where neoprene compression seals have been installed and the
compression seals are recessed sufficiently to prevent damage from the grooving operation, grooves
may be continued through the longitudinal joints. Where neoprene compression seals have been
installed and the compression seals are not recessed sufficiently to prevent damage from the grooving
operation, grooves must not be closer than 3 inches (8 cm) or more than 5 inches (125 mm) from the
longitudinal joints. Where lighting cables are installed, grooving through longitudinal or diagonal
saw kerfs shall not be allowed.
621-2.2 Environmental requirements. Grooving operations will not be permitted when freezing
conditions prevent the immediate removal of debris and/or drainage of water from the grooved area.
Discharge and disposal of waste slurry shall be the Contractor’s responsibility.
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621-2.3 Control strip. Groove a control strip in an area of the pavement outside of the trafficked area, as
approved by the RPR. The area shall be one PCC panel. Demonstrate the setup and alignment process, the
grooving operation, and the waste slurry disposal.
621-2.4 Existing pavements. Bumps, depressed areas, bad or faulted joints, and badly cracked and/or
spalled areas in the pavement shall not be grooved until such areas are adequately repaired or replaced.
621-2.5 New pavements. New asphalt and Portland cement concrete pavements shall be allowed to cure
for a minimum of 30 days before grooving, to allow the material to become stable enough to prevent
closing of the grooves under normal use. If it can be demonstrated that grooves are stable, and can be
installed with no spalling, tearing or raveling of the groove edge, grooving may occur sooner that 30 days
with approval of the RPR. All grade corrections must be completed prior to grooving. Spalling along or
tearing or raveling of the groove edges shall not be allowed.
621-2.6 Grooving machine. Provide a grooving machine that is power driven, self-propelled,
specifically designed and manufactured for pavement grooving, and has a self-contained and integrated
continuous slurry vacuum system as the primary method for removing waste slurry. The grooving
machine shall be equipped with diamond-saw cutting blades, and capable of making at least 18 inches
(0.5 m) in width of multiple parallel grooves in one pass of the machine. Thickness of the cutting blades
shall be capable of making the required width and depth of grooves in one pass of the machine. The
cutting head shall not contain a mixture of new and worn blades or blades of unequal wear or diameter.
Match the blade type and configuration with the hardness of the existing airfield pavement. The wheels
on the grooving machine shall be of a design that will not scar or spall the pavement. Provide the machine
with devices to control depth of groove and alignment.
621-2.7 Water supply. Water for the grooving operation shall be provided by the Contractor.
621-2.8 Clean-up. During and after installation of saw-cut grooves, the Contractor must remove from the
pavement all debris, waste, and by-products generated by the operations to the satisfaction of the RPR.
Cleanup of waste material must be continuous during the grooving operation. Flush debris produced by
the machine to the edge of the grooved area or pick it up as it forms. The dust coating remaining shall be
picked up or flushed to the edge of the area if the resultant accumulation is not detrimental to the
vegetation or storm drainage system. Accomplish all flushing operations in a manner to prevent erosion
on the shoulders or damage to vegetation. Waste material must be disposed of in an approved manner.
Waste material must not be allowed to enter the airport storm sewer system. The Contractor must dispose
of these wastes in strict compliance with all applicable state, local, and federal environmental statutes and
regulations
621-2.9 Repair of damaged pavement. Grooving must be stopped and damaged pavement repaired at
the Contractor’s expense when directed by the RPR.
ACCEPTANCE
621-3.1 Acceptance testing. Grooves will be accepted based on results of testing each panel. All
acceptance testing necessary to determine conformance with the groove tolerances specified will be
performed by the RPR.
Instruments for measuring groove width and depth must have a range of at least 0.5 inch (12 mm) and a
resolution of at least 0.005 inch (0.13 mm). Gauge blocks or gauges machined to standard grooves width,
depth, and spacing may be used.
Instruments for measuring center-to-center spacing must have a range of at least 3 inches (8 cm) and a
resolution of at least 0.02 inch (0.5 mm).
The Engineer will be responsible for measuring the grooves in each panel.
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At a random location within each panel, five consecutive grooves sawed by each cutting head on each
piece of grooving equipment will be measured for width, depth, and spacing. The five consecutive
measurements must be located about the middle blade of each cutting head ±4 inches (100 mm).
Measurements will be made along a line perpendicular to the grooves.
Width or depth measurements less than 0.170 inch shall be considered less than 3/16 inch.
Width or depth measurements more than 0.330 inch shall be considered more than 5/16 inch.
Width or depth measurements more than 0.235 inch shall be considered more than 1/4 inch.
Production must be adjusted when more than one groove on a cutting head fails to meet the standard
depth, width, or spacing in more than one zone.
METHOD OF MEASUREMENT
621-4.1 The quantity of grooving to be paid for shall be the number of square yards of grooving
performed in accordance with the specifications and accepted by the RPR per paragraph 621-3.1.
BASIS OF PAYMENT
621-5.1 Payment for saw-cut grooving. Payment for saw-cut grooving will be made at the contract unit
price per square yard for grooving. This price shall be full compensation for furnishing all materials, and
for all preparation, delivering, and application of these materials, and for all labor, equipment, tools, and
incidentals necessary to complete the item.
Payment will be made under:
Item P-621-5.1 Grooving – per square yard
REFERENCES
The publications listed below form a part of this specification to the extent referenced. The publications
are referred to within the text by the basic designation only.
Advisory Circulars (AC)
AC 150/5320-12 Measurement, Construction, and Maintenance of Skid Resistant Airport
Pavement Surfaces
END OF ITEM P-621
CENTURY WEST ENGINEERING P-621 Saw-Cut Grooves - 4 of 4 JULY 2021 | #35022.002.02
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City of Renton
Contract Provisions for
2021 Runway PCC Panel Repair Project
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APPENDICES
Prevailing Wage Rates as of 07/21/2021
2021 Runway PCC Panel Repair Project Page | 1 WAGE RATES
County Trade Job Classification Wage Holiday Overtime Notes
King Carpenters Acoustical Worker $64.94 7A 4C
King Carpenters Carpenter $64.94 7A 4C
King Carpenters Carpenters on Stationary Tools $65.07 7A 4C
King Carpenters Creosoted Material $65.07 7A 4C
King Carpenters Floor Finisher $64.94 7A 4C
King Carpenters Floor Layer $64.94 7A 4C
King Carpenters Scaffold Erector $64.94 7A 4C
King Cement Masons Application of all Composition Mastic $64.84 7A 4U
King Cement Masons Application of all Epoxy Material $64.34 7A 4U
King Cement Masons Application of all Plastic Material $64.84 7A 4U
King Cement Masons Application of Sealing Compound $64.34 7A 4U
King Cement Masons Application of Underlayment $64.84 7A 4U
King Cement Masons Building General $64.34 7A 4U
King Cement Masons Composition or Kalman Floors $64.84 7A 4U
King Cement Masons Concrete Paving $64.34 7A 4U
King Cement Masons Curb & Gutter Machine $64.84 7A 4U
King Cement Masons Curb & Gutter, Sidewalks $64.34 7A 4U
King Cement Masons Curing Concrete $64.34 7A 4U
King Cement Masons Finish Colored Concrete $64.84 7A 4U
King Cement Masons Floor Grinding $64.84 7A 4U
King Cement Masons Floor Grinding/Polisher $64.34 7A 4U
King Cement Masons Green Concrete Saw, self‐powered $64.84 7A 4U
King Cement Masons Grouting of all Plates $64.34 7A 4U
King Cement Masons Grouting of all Tilt‐up Panels $64.34 7A 4U
King Cement Masons Gunite Nozzleman $64.84 7A 4U
King Cement Masons Hand Powered Grinder $64.84 7A 4U
King Cement Masons Journey Level $64.34 7A 4U
King Cement Masons Patching Concrete $64.34 7A 4U
King Cement Masons Pneumatic Power Tools $64.84 7A 4U
King Cement Masons Power Chipping & Brushing $64.84 7A 4U
King Cement Masons Sand Blasting Architectural Finish $64.84 7A 4U
King Cement Masons Screed & Rodding Machine $64.84 7A 4U
King Cement Masons Spackling or Skim Coat Concrete $64.34 7A 4U
King Cement Masons Troweling Machine Operator $64.84 7A 4U
King Cement Masons Troweling Machine Operator on Colored Slabs $64.84 7A 4U
King Cement Masons Tunnel Workers $64.84 7A 4U
King Divers & Tenders Bell/Vehicle or Submersible Operator (Not Under Pressure) $118.80 7A 4C
King Divers & Tenders Dive Supervisor/Master $81.98 7A 4C
King Divers & Tenders Diver $118.80 7A 4C 8V
King Divers & Tenders Diver On Standby $76.98 7A 4C King Divers & Tenders Diver Tender $69.91 7A 4C King Divers & Tenders Manifold Operator $69.91 7A 4C King Divers & Tenders Manifold Operator Mixed Gas $74.91 7A 4C King Divers & Tenders Remote Operated Vehicle Operator/Technician $69.91 7A 4C King Divers & Tenders Remote Operated Vehicle Tender $65.19 7A 4C King Laborers Air, Gas Or Electric Vibrating Screed $52.39 7A 4V 8Y
King Laborers Airtrac Drill Operator $54.01 7A 4V 8Y
King Laborers Ballast Regular Machine $52.39 7A 4V 8Y
King Laborers Batch Weighman $44.40 7A 4V 8Y
King Laborers Brick Pavers $52.39 7A 4V 8Y
King Laborers Brush Cutter $52.39 7A 4V 8Y
King Laborers Brush Hog Feeder $52.39 7A 4V 8Y
King Laborers Burner $52.39 7A 4V 8Y
King Laborers Caisson Worker $54.01 7A 4V 8Y
King Laborers Carpenter Tender $52.39 7A 4V 8Y
King Laborers Cement Dumper‐paving $53.35 7A 4V 8Y
King Laborers Cement Finisher Tender $52.39 7A 4V 8Y
King Laborers Change House Or Dry Shack $52.39 7A 4V 8Y
King Laborers Chipping Gun (30 Lbs. And Over) $53.35 7A 4V 8Y
Prevailing Wage Rates as of 07/21/2021
2021 Runway PCC Panel Repair Project Page | 2 WAGE RATES
King Laborers Chipping Gun (Under 30 Lbs.) $52.39 7A 4V 8Y
King Laborers Choker Setter $52.39 7A 4V 8Y
King Laborers Chuck Tender $52.39 7A 4V 8Y
King Laborers Clary Power Spreader $53.35 7A 4V 8Y
King Laborers Clean‐up Laborer $52.39 7A 4V 8Y
King Laborers Concrete Dumper/Chute Operator $53.35 7A 4V 8Y
King Laborers Concrete Form Stripper $52.39 7A 4V 8Y
King Laborers Concrete Placement Crew $53.35 7A 4V 8Y
King Laborers Concrete Saw Operator/Core Driller $53.35 7A 4V 8Y
King Laborers Crusher Feeder $44.40 7A 4V 8Y
King Laborers Curing Laborer $52.39 7A 4V 8Y
King Laborers Demolition: Wrecking & Moving (Incl. Charred Material) $52.39 7A 4V 8Y
King Laborers Ditch Digger $52.39 7A 4V 8Y
King Laborers Diver $54.01 7A 4V 8Y
King Laborers Drill Operator (Hydraulic, Diamond) $53.35 7A 4V 8Y
King Laborers Dry Stack Walls $52.39 7A 4V 8Y
King Laborers Dump Person $52.39 7A 4V 8Y
King Laborers Epoxy Technician $52.39 7A 4V 8Y
King Laborers Erosion Control Worker $52.39 7A 4V 8Y
King Laborers Faller & Bucker Chain Saw $53.35 7A 4V 8Y
King Laborers Fine Graders $52.39 7A 4V 8Y
King Laborers Firewatch $44.40 7A 4V 8Y
King Laborers Form Setter $52.39 7A 4V 8Y
King Laborers Gabian Basket Builders $52.39 7A 4V 8Y
King Laborers General Laborer $52.39 7A 4V 8Y
King Laborers Grade Checker & Transit Person $54.01 7A 4V 8Y
King Laborers Grinders $52.39 7A 4V 8Y
King Laborers Grout Machine Tender $52.39 7A 4V 8Y
King Laborers Groutmen (Pressure) Including Post Tension Beams $53.35 7A 4V 8Y
King Laborers Guardrail Erector $52.39 7A 4V 8Y
King Laborers Hazardous Waste Worker (Level A) $54.01 7A 4V 8Y
King Laborers Hazardous Waste Worker (Level B) $53.35 7A 4V 8Y
King Laborers Hazardous Waste Worker (Level C) $52.39 7A 4V 8Y
King Laborers High Scaler $54.01 7A 4V 8Y
King Laborers Jackhammer $53.35 7A 4V 8Y
King Laborers Laserbeam Operator $53.35 7A 4V 8Y
King Laborers Maintenance Person $52.39 7A 4V 8Y
King Laborers Manhole Builder‐Mudman $53.35 7A 4V 8Y
King Laborers Material Yard Person $52.39 7A 4V 8Y
King Laborers Motorman‐Dinky Locomotive $53.35 7A 4V 8Y
King Laborers Nozzleman (Concrete Pump, Green Cutter When Using Comb $53.35 7A 4V 8Y
King Laborers Pavement Breaker $53.35 7A 4V 8Y
King Laborers Pilot Car $44.40 7A 4V 8Y
King Laborers Pipe Layer Lead $54.01 7A 4V 8Y
King Laborers Pipe Layer/Tailor $53.35 7A 4V 8Y
King Laborers Pipe Pot Tender $53.35 7A 4V 8Y
King Laborers Pipe Reliner $53.35 7A 4V 8Y
King Laborers Pipe Wrapper $53.35 7A 4V 8Y
King Laborers Pot Tender $52.39 7A 4V 8Y
King Laborers Powderman $54.01 7A 4V 8Y
King Laborers Powderman's Helper $52.39 7A 4V 8Y
King Laborers Power Jacks $53.35 7A 4V 8Y
King Laborers Railroad Spike Puller ‐ Power $53.35 7A 4V 8Y
King Laborers Raker ‐ Asphalt $54.01 7A 4V 8Y
King Laborers Re‐timberman $54.01 7A 4V 8Y
King Laborers Remote Equipment Operator $53.35 7A 4V 8Y
King Laborers Rigger/Signal Person $53.35 7A 4V 8Y
King Laborers Rip Rap Person $52.39 7A 4V 8Y
King Laborers Rivet Buster $53.35 7A 4V 8Y
King Laborers Rodder $53.35 7A 4V 8Y
Prevailing Wage Rates as of 07/21/2021
2021 Runway PCC Panel Repair Project Page | 3 WAGE RATES
King Laborers Scaffold Erector $52.39 7A 4V 8Y
Prevailing Wage Rates as of 07/21/2021
2021 Runway PCC Panel Repair Project Page | 4 WAGE RATES
King Laborers Scale Person $52.39 7A 4V 8Y
King Laborers Sloper (Over 20)" $53.35 7A 4V 8Y
King Laborers Sloper Sprayer $52.39 7A 4V 8Y
King Laborers Spreader (Concrete) $53.35 7A 4V 8Y
King Laborers Stake Hopper $52.39 7A 4V 8Y
King Laborers Stock Piler $52.39 7A 4V 8Y
King Laborers Swinging Stage/Boatswain Chair $44.40 7A 4V 8Y
King Laborers Tamper & Similar Electric, Air & Gas Operated Tools $53.35 7A 4V 8Y
King Laborers Tamper (Multiple & Self‐propelled) $53.35 7A 4V 8Y
King Laborers Timber Person ‐ Sewer (Lagger, Shorer & Cribber) $53.35 7A 4V 8Y
King Laborers Toolroom Person (at Jobsite) $52.39 7A 4V 8Y
King Laborers Topper $52.39 7A 4V 8Y
King Laborers Track Laborer $52.39 7A 4V 8Y
King Laborers Track Liner (Power) $53.35 7A 4V 8Y
King Laborers Traffic Control Laborer $47.48 7A 4V 9C
King Laborers Traffic Control Supervisor $50.31 7A 4V 9C
King Laborers Truck Spotter $52.39 7A 4V 8Y
King Laborers Tugger Operator $53.35 7A 4V 8Y
King Laborers Tunnel Work‐Compressed Air Worker 0‐30 psi $129.67 7A 4V 9B
King Laborers Tunnel Work‐Compressed Air Worker 30.01‐44.00 psi $134.70 7A 4V 9B
King Laborers Tunnel Work‐Compressed Air Worker 44.01‐54.00 psi $138.38 7A 4V 9B
King Laborers Tunnel Work‐Compressed Air Worker 54.01‐60.00 psi $144.08 7A 4V 9B
King Laborers Tunnel Work‐Compressed Air Worker 60.01‐64.00 psi $146.20 7A 4V 9B
King Laborers Tunnel Work‐Compressed Air Worker 64.01‐68.00 psi $151.30 7A 4V 9B
King Laborers Tunnel Work‐Compressed Air Worker 68.01‐70.00 psi $153.20 7A 4V 9B
King Laborers Tunnel Work‐Compressed Air Worker 70.01‐72.00 psi $155.20 7A 4V 9B
King Laborers Tunnel Work‐Compressed Air Worker 72.01‐74.00 psi $157.20 7A 4V 9B
King Laborers Tunnel Work‐Guage and Lock Tender $54.11 7A 4V 8Y
King Laborers Tunnel Work‐Miner $54.11 7A 4V 8Y
King Laborers Vibrator $53.35 7A 4V 8Y
King Laborers Vinyl Seamer $52.39 7A 4V 8Y
King Laborers Watchman $40.36 7A 4V 8Y
King Laborers Welder $53.35 7A 4V 8Y
King Laborers Well Point Laborer $53.35 7A 4V 8Y
King Laborers Window Washer/Cleaner $40.36 7A 4V 8Y
King Power Equipment Operators Asphalt Plant Operators $73.49 7A 3K 8X
King Power Equipment Operators Assistant Engineer $69.12 7A 3K 8X
King Power Equipment Operators Barrier Machine (zipper) $72.84 7A 3K 8X
King Power Equipment Operators Batch Plant Operator: concrete $72.84 7A 3K 8X
King Power Equipment Operators Bobcat $69.12 7A 3K 8X
King Power Equipment Operators Brokk ‐ Remote Demolition Equipment $69.12 7A 3K 8X
King Power Equipment Operators Brooms $69.12 7A 3K 8X
King Power Equipment Operators Bump Cutter $72.84 7A 3K 8X
King Power Equipment Operators Cableways $73.49 7A 3K 8X
King Power Equipment Operators Chipper $72.84 7A 3K 8X
King Power Equipment Operators Compressor $69.12 7A 3K 8X
King Power Equipment Operators Concrete Finish Machine ‐ Laser Screed $69.12 7A 3K 8X
King Power Equipment Operators Concrete Pump ‐ Mounted Or Trailer High Pressure Line Pum $72.28 7A 3K 8X
King Power Equipment Operators Concrete Pump: Truck Mount With Boom Attachment Over 4 $73.49 7A 3K 8X
King Power Equipment Operators Concrete Pump: Truck Mount With Boom Attachment Up To $72.84 7A 3K 8X
King Power Equipment Operators Conveyors $72.28 7A 3K 8X
King Power Equipment Operators Cranes friction: 200 tons and over $75.72 7A 3K 8X
King Power Equipment Operators Cranes: 100 tons through 199 tons, or 150' of boom (includin $74.22 7A 3K 8X
King Power Equipment Operators Cranes: 20 Tons Through 44 Tons With Attachments $72.84 7A 3K 8X
King Power Equipment Operators Cranes: 200 tons‐ 299 tons, or 250' of boom including jib wit $74.99 7A 3K 8X
King Power Equipment Operators Cranes: 300 tons and over or 300' of boom including jib with $75.72 7A 3K 8X
King Power Equipment Operators Cranes: 45 Tons Through 99 Tons, Under 150' Of Boom (inclu $73.49 7A 3K 8X
King Power Equipment Operators Cranes: A‐frame ‐ 10 Tons And Under $69.12 7A 3K 8X
King Power Equipment Operators Cranes: Friction cranes through 199 tons $74.99 7A 3K 8X
King Power Equipment Operators Cranes: through 19 tons with attachments, A‐frame over 10 t $72.28 7A 3K 8X
Prevailing Wage Rates as of 07/21/2021
2021 Runway PCC Panel Repair Project Page | 5 WAGE RATES
King Power Equipment Operators Crusher $72.84 7A 3K 8X
Prevailing Wage Rates as of 07/21/2021
2021 Runway PCC Panel Repair Project Page | 6 WAGE RATES
King Power Equipment Operators Deck Engineer/Deck Winches (power) $72.84 7A 3K 8X
King Power Equipment Operators Derricks, On Building Work $73.49 7A 3K 8X
King Power Equipment Operators Dozers D‐9 & Under $72.28 7A 3K 8X
King Power Equipment Operators Drill Oilers: Auger Type, Truck Or Crane Mount $72.28 7A 3K 8X
King Power Equipment Operators Drilling Machine $74.22 7A 3K 8X
King Power Equipment Operators Elevator And Man‐lift: Permanent And Shaft Type $69.12 7A 3K 8X
King Power Equipment Operators Finishing Machine, Bidwell And Gamaco & Similar Equipment $72.84 7A 3K 8X
King Power Equipment Operators Forklift: 3000 Lbs And Over With Attachments $72.28 7A 3K 8X
King Power Equipment Operators Forklifts: Under 3000 Lbs. With Attachments $69.12 7A 3K 8X
King Power Equipment Operators Grade Engineer: Using Blue Prints, Cut Sheets, Etc $72.84 7A 3K 8X
King Power Equipment Operators Gradechecker/Stakeman $69.12 7A 3K 8X
King Power Equipment Operators Guardrail Punch $72.84 7A 3K 8X
King Power Equipment Operators Hard Tail End Dump Articulating Off‐ Road Equipment 45 Yar $73.49 7A 3K 8X
King Power Equipment Operators Hard Tail End Dump Articulating Off‐road Equipment Under 4 $72.84 7A 3K 8X
King Power Equipment Operators Horizontal/Directional Drill Locator $72.28 7A 3K 8X
King Power Equipment Operators Horizontal/Directional Drill Operator $72.84 7A 3K 8X
King Power Equipment Operators Hydralifts/Boom Trucks Over 10 Tons $72.28 7A 3K 8X
King Power Equipment Operators Hydralifts/Boom Trucks, 10 Tons And Under $69.12 7A 3K 8X
King Power Equipment Operators Loader, Overhead 8 Yards. & Over $74.22 7A 3K 8X
King Power Equipment Operators Loader, Overhead, 6 Yards. But Not Including 8 Yards $73.49 7A 3K 8X
King Power Equipment Operators Loaders, Overhead Under 6 Yards $72.84 7A 3K 8X
King Power Equipment Operators Loaders, Plant Feed $72.84 7A 3K 8X
King Power Equipment Operators Loaders: Elevating Type Belt $72.28 7A 3K 8X
King Power Equipment Operators Locomotives, All $72.84 7A 3K 8X
King Power Equipment Operators Material Transfer Device $72.84 7A 3K 8X
King Power Equipment Operators Mechanics, All (leadmen ‐ $0.50 Per Hour Over Mechanic) $74.22 7A 3K 8X
King Power Equipment Operators Motor Patrol Graders $73.49 7A 3K 8X
King Power Equipment Operators Mucking Machine, Mole, Tunnel Drill, Boring, Road Header A $73.49 7A 3K 8X
King Power Equipment Operators Oil Distributors, Blower Distribution & Mulch Seeding Operat $69.12 7A 3K 8X
King Power Equipment Operators Outside Hoists (Elevators And Manlifts), Air Tuggers, Strato $72.28 7A 3K 8X
King Power Equipment Operators Overhead, Bridge Type Crane: 20 Tons Through 44 Tons $72.84 7A 3K 8X
King Power Equipment Operators Overhead, Bridge Type: 100 Tons And Over $74.22 7A 3K 8X
King Power Equipment Operators Overhead, Bridge Type: 45 Tons Through 99 Tons $73.49 7A 3K 8X
King Power Equipment Operators Pavement Breaker $69.12 7A 3K 8X
King Power Equipment Operators Pile Driver (other Than Crane Mount) $72.84 7A 3K 8X
King Power Equipment Operators Plant Oiler ‐ Asphalt, Crusher $72.28 7A 3K 8X
King Power Equipment Operators Posthole Digger, Mechanical $69.12 7A 3K 8X
King Power Equipment Operators Power Plant $69.12 7A 3K 8X
King Power Equipment Operators Pumps ‐ Water $69.12 7A 3K 8X
King Power Equipment Operators Quad 9, Hd 41, D10 And Over $73.49 7A 3K 8X
King Power Equipment Operators Quick Tower ‐ No Cab, Under 100 Feet In Height Based To Bo $69.12 7A 3K 8X
King Power Equipment Operators Remote Control Operator On Rubber Tired Earth Moving Equ $73.49 7A 3K 8X
King Power Equipment Operators Rigger and Bellman $69.12 7A 3K 8X
King Power Equipment Operators Rigger/Signal Person, Bellman (Certified) $72.28 7A 3K 8X
King Power Equipment Operators Rollagon $73.49 7A 3K 8X
King Power Equipment Operators Roller, Other Than Plant Mix $69.12 7A 3K 8X
King Power Equipment Operators Roller, Plant Mix Or Multi‐lift Materials $72.28 7A 3K 8X
King Power Equipment Operators Roto‐mill, Roto‐grinder $72.84 7A 3K 8X
King Power Equipment Operators Saws ‐ Concrete $72.28 7A 3K 8X
King Power Equipment Operators Scraper, Self Propelled Under 45 Yards $72.84 7A 3K 8X
King Power Equipment Operators Scrapers ‐ Concrete & Carry All $72.28 7A 3K 8X
King Power Equipment Operators Scrapers, Self‐propelled: 45 Yards And Over $73.49 7A 3K 8X
King Power Equipment Operators Service Engineers ‐ Equipment $72.28 7A 3K 8X
King Power Equipment Operators Shotcrete/Gunite Equipment $69.12 7A 3K 8X
King Power Equipment Operators Shovel, Excavator, Backhoe, Tractors Under 15 Metric Tons $72.28 7A 3K 8X
King Power Equipment Operators Shovel, Excavator, Backhoe: Over 30 Metric Tons To 50 Metri $73.49 7A 3K 8X
King Power Equipment Operators Shovel, Excavator, Backhoes, Tractors: 15 To 30 Metric Tons $72.84 7A 3K 8X
King Power Equipment Operators Shovel, Excavator, Backhoes: Over 50 Metric Tons To 90 Met $74.22 7A 3K 8X
King Power Equipment Operators Shovel, Excavator, Backhoes: Over 90 Metric Tons $74.99 7A 3K 8X
King Power Equipment Operators Slipform Pavers $73.49 7A 3K 8X
Prevailing Wage Rates as of 07/21/2021
2021 Runway PCC Panel Repair Project Page | 7 WAGE RATES
King Power Equipment Operators Spreader, Topsider & Screedman $73.49 7A 3K 8X
Prevailing Wage Rates as of 07/21/2021
2021 Runway PCC Panel Repair Project Page | 8 WAGE RATES
King Power Equipment Operators Subgrader Trimmer $72.84 7A 3K 8X
King Power Equipment Operators Tower Bucket Elevators $72.28 7A 3K 8X
King Power Equipment Operators Tower Crane Up To 175' In Height Base To Boom $74.22 7A 3K 8X
King Power Equipment Operators Tower Crane: over 175' through 250' in height, base to boom $74.99 7A 3K 8X
King Power Equipment Operators Tower Cranes: over 250' in height from base to boom $75.72 7A 3K 8X
King Power Equipment Operators Transporters, All Track Or Truck Type $73.49 7A 3K 8X
King Power Equipment Operators Trenching Machines $72.28 7A 3K 8X
King Power Equipment Operators Truck Crane Oiler/driver ‐ 100 Tons And Over $72.84 7A 3K 8X
King Power Equipment Operators Truck Crane Oiler/Driver Under 100 Tons $72.28 7A 3K 8X
King Power Equipment Operators Truck Mount Portable Conveyor $72.84 7A 3K 8X
King Power Equipment Operators Welder $73.49 7A 3K 8X
King Power Equipment Operators Wheel Tractors, Farmall Type $69.12 7A 3K 8X
King Power Equipment Operators Yo Yo Pay Dozer $72.84 7A 3K 8X
King Truck Drivers Asphalt Mix Over 16 Yards $64.55 5D 4Y 8L
King Truck Drivers Asphalt Mix To 16 Yards $63.71 5D 4Y 8L
King Truck Drivers Dump Truck $63.71 5D 4Y 8L
King Truck Drivers Dump Truck & Trailer $64.55 5D 4Y 8L
King Truck Drivers Other Trucks $64.55 5D 4Y 8L
City of Renton
Contract Provisions for
2021 Runway PCC Panel Repair Project
______________________________________________________________________________
VOLUME II - PLANS