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Bid Package - Vol 1
00A Cover Page 04-29-2026 Award Date: Awarded to: CITY OF RENTON CONTRACT DOCUMENTS for the 2026 City Center CIPP Project CAG-26-124 WWP-27-04394 SUMMER 2026 VOLUME 1 VOLUME 1: BIDDING REQUIREMENTS CONTRACT FORMS CONDITIONS OF THE CONTRACT SPECIFICATIONS VOLUME 2: CIPP TABLE SITE MAPS Engineer’s P.E. stamp Jesse Newman, Project Manager 425-430-7211 jnewman@rentonwa.gov City of Renton 1055 South Grady Way, 5th Floor Renton WA 98057 06/09/2026 00b Table of Contents Page 1 of 1 TABLE OF CONTENTS 2026 CITY CENTER CIPP PROJECT CAG-26-124 WWP-27-04394 Documents marked as follows must be submitted at the time noted and must be executed by the Contractor, President and Vice President or Secretary if corporation by-laws permit. All pages must be signed. In the event another person has been duly authorized to execute contracts, a copy of the corporation minutes establishing this authority must be attached to the bid document. * Submit with Bid ❖ Submit after Notice of Award Volume 1 Policy and General Project Information 1. Summary of Fair Practices Policy 2. Summary of Americans with Disability Act Policy 3. Scope of Work 4. Vicinity Map 5. Instructions to Bidders 6. Call for Bids Submittal Forms 7. *Proposal and Combined Affidavit & Cert. Form: Non-Collusion, Anti-Trust Claims, Minimum Wage 8. *Proposal Bid Bond Form 9. *Department of Labor and Industries Certificate Registration 10. *Schedule of Prices 11. *Acknowledgement of Receipt of Addenda 12. *Certification of Compliance for Wage Payment & Minor Work Permit Status 13. *Subcontractors List 14. ❖Contract Bond to the City of Renton 15. ❖Fair Practices Policy Affidavit of Compliance 16. ❖Contract Agreement 17. ❖Retainage Selection Reference Information and Special Provisions 18. Washington State Prevailing Minimum Hourly Wage Rates Reference 19. Traffic Control Information 20. Project Special Provisions Appendix A. Additional Project Requirements Volume 2 21. CIPP Table 22. Site Maps City of Renton Public Works Department Contract Documents for City Center CIPP Project 2026 CAG-26-124 ______________________________________________________________________________ Policy and General Project Information CITY OF RENTON SUMMARY OF FAIR PRACTICES POLICY ADOPTED BY RESOLUTION NO. 4085 It is the policy of the City of Renton to promote and provide equal treatment and service to all citizens and to ensure equal employment opportunity to all persons without regard to their race; religion/creed; national origin; ancestry; sex; age over 40; sexual orientation or gender identity; pregnancy; HIV/AIDS and Hepatitis C status; use of a guide dog/service animal; marital status; parental/family status; military status; or veteran's status, or the presence of a physical, sensory, or mental disability, when the City of Renton can reasonably accommodate the disability, of employees and applicants for employment and fair, non-discriminatory treatment to all citizens. All departments of the City of Renton shall adhere to the following guidelines: (1) EMPLOYMENT PRACTICES - The City of Renton will ensure all employment related activities included recruitment, selection, promotion, demotion, training, retention and separation are conducted in a manner which is based on job-related criteria which does not discriminate against women, minorities and other protected classes. Human resources decisions will be in accordance with individual performance, staffing requirements, governing civil service rules, and labor contract agreements. (2) COOPERATION WITH HUMAN RIGHTS ORGANIZATIONS - The City of Renton will cooperate fully with all organizations and commissions organized to promote fair practices and equal opportunity in employment. (3) CONTRACTORS' OBLIGATIONS - Contractors, sub-contractors, consultants and suppliers conducting business with the City of Renton shall affirm and subscribe to the Fair Practices and Non-discrimination policies set forth by the law and by City policy. Copies of this policy shall be distributed to all City employees, shall appear in all operational documentation of the City, including bid calls, and shall be prominently displayed in appropriate city facilities. CONCURRED IN by the City Council of the City of Renton, Washington, this 7 th day of Attest: Summary of Fair Practices Policy\ Denis Law, Mayor Bonne I. Walton, City Clerk 03 Scope of Work - 05-20-2026 Page 1 of 1 SCOPE OF WORK 2026 CITY CENTER CIPP PROJECT CAG-26-124 WWP-27-04394 The work involved under the terms of this contract document shall be full and complete installation of the facilities, as shown on the plans and as described in the construction specifications, to include but not be limited to: Schedule A – General Items • Mobilization • Temporary traffic control measures following the Contract Documents and applicable City of Renton and MUTCD standards. • Apprenticeship Utilization Requirements Schedule B – Sewer Items • Cured-in-Place-Pipe (CIPP) Rehabilitation of a combined total of approximately 13,185 LF (LF) of 6”, 8”, 10”, and 15” Sanitary Sewer pipe. • Trim 9 intruding laterals. • Reinstatement of 200 side-sewer laterals • Deep Clean of one lateral, and install of a Short-Range Lateral Seal (1-2 ft) • Point Repairs (as necessary) • CIPP Performance testing and analysis, 13 tests Schedule C – Storm Items • CIPP Rehabilitation of a combined total of approximately 4,149 LF of 12”, 15”, and 24” diameter storm pipe. • Reinstatement of 28 storm-sewer laterals • Trim 22 intruding laterals. • Point Repairs (as necessary) • CIPP Performance testing, 4 tests Schedule B and C • Confirm the diameter and length of sewer and storm pipes to be CIPP Rehabbed • Confirm Storm and Sewer Lateral Location • Pre- and post-cleaning and Inspection • Bypass pumping The estimated project cost is $2,000,000 - $2,250,000. A total of 200 working days is allowed for completion of the project. For Bid Item Descriptions, see Special Provisions Section 10-01.2 Any contractor connected with this project shall comply with all Federal, State, County, and city codes and regulations applicable to such work and perform the work in accordance with the plans and specifications of this contract document. r Page 1 2026 City Center CIPP Wastewater Mains To Be Rehabbed Surface Water Pipes To Be Rehabbed Renton City Limits VICINITY MAP Page 5 Page 12 Page 6 Page 13 Page 7 Page 14 Page 10 Page 9 Page 8 Page 11 Page 15 Page 16 Page 28 Page 29 Page 30 Page 31 Page 32 Page 33 Page 34 Page 35 Q Page 2 2026 Ėťƅ eIJťeŘ IPP ®aŜťeſaťeŘ aaĖIJŜ ĺ e eēaææeî ŪŘċaèe ®aťeŘ PĖŕeŜ ĺ e eēaææeî eIJťĺIJ Ėťƅ [ĖıĖťŜ VICINITY MAP Page 18 Page 17 Page 19 Q Page 3 ͑͏͕͑ Ėťƅ eIJťeŘ IPP ®aŜťeſaťeŘ aaĖIJŜ ĺ e eēaææeî ŪŘċaèe ®aťeŘ PĖŕeŜ ĺ e eēaææeî VICINITY MAP Page 25 Page 24 Page 26 Page 23 Page 20 Page 21 Page 22 Page 27 Q Page 4 2026 Ėťƅ eIJťeŘ IPP ®aŜťeſaťeŘ aaĖIJŜ ĺ e eēaææeî ŪŘċaèe ®aťeŘ PĖŕeŜ ĺ e eēaææeî eIJťĺIJ Ėťƅ [ĖıĖťŜ VICINITY MAP 05 Instructions to Bidders 05-12-2026 Page 1 of 4 INSTRUCTIONS TO BIDDERS 2026 CITY CENTER CIPP CAG-26-124 WWP-27-04394 1. Sealed bids for this proposal will be received by the City of Renton at the lobby of Renton City Hall, until the time and date specified in the Call for Bids. No mailed or delivered bids (FedEx, UPS, USPS, etc.) will be accepted. The bids will be publicly opened and read via Zoom video conference 60 minutes after the bid closing, after which the bids will be considered and the award made as early as practicable. No proposal may be changed after the time set for receiving bids. Proposals shall be submitted on the forms attached hereto. 2. Any omissions, discrepancies or need for interpretation should be brought, in writing, to the attention of the Project Engineer. Written addenda to clarify questions that arise may then be issued. No oral statements by Owner, Engineer, or other representative of the owner shall, in any way, modify the contract documents, whether made before or after letting the contract. 3. The work to be done is shown in the plans and / or specifications. Quantities are understood to be only approximate. Final payment will be based on actual quantities and at the unit price bid. The city reserves the right to add or to eliminate portions of that work as deemed necessary. 4. Cured-in-Place Pipe (CIPP) Table, Site Maps, Specifications, Addenda, and the Plan Holders List for this project are available online 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 including CCTV footage will also be available at http://rentonwa.gov/bids/ under “Calls for Bids”. Bidders shall satisfy themselves as to the local conditions by inspection of the site. 5. The bid price for any item must include the performance of all work necessary for completion of that item as described in the specifications. 6. The bid price shall be stated in terms of the units indicated and as to a total amount. In the event of errors, the unit price bid will govern. Illegible figures will invalidate the bid. 7. The right is reserved to reject any and/or all bids and to waive informalities if it is deemed advantageous to the city to do so. 8. A certified check or satisfactory bid bond made payable without reservation to the Director of Finance of the City of Renton in an amount not less than 5% of the total amount of the bid shall accompany each bid proposal. Checks will be returned to unsuccessful bidders immediately following the decision as to award of contract. The check of the successful bidder will be returned provided he enters into a contract and 05 Instructions to Bidders 05-12-2026 Page 2 of 4 furnishes a satisfactory performance bond covering the full amount of the work within ten days after receipt of notice of intention to award contract. Should he fail, or refuse to do so, the check shall be forfeited to the City of Renton as liquidated damage for such failure. 9. All bids must be self-explanatory. No opportunity will be offered for oral explanation except as the city may request further information on particular points. 10. The bidder shall, upon request, furnish information to the city as to his financial and practical ability to satisfactorily perform the work. 11. Payment for this work will be made by check or direct deposit. 12. The contractor shall obtain such construction insurance (e.g. fire and extended coverage, worker's compensation, public liability, and property damage as identified within Special Provisions, Specification Section 1-07.18 “Public Liability and Property Damage Insurance”. 13. The contractor, prior to the start of construction, shall provide the City of Renton a detailed Gantt chart type construction schedule for the project. 14. Before starting work under this contract, the Contractor is required to supply information to the City of Renton on all chemical hazards Contractor is bringing into the workplace and potentially exposing City of Renton Employees. 15. Payment of retainage shall be done in accordance with Section 1-09.9(1) "Retainage”. 16. Basis For Approval The construction contract will be awarded by the City of Renton to the lowest, responsible, responsive bidder. The bidder shall bid on all bid schedules items of all schedules set forth in the bid forms to be considered responsive for award. The total price of all schedules will be used to determine the successful low responsive bidder. Partial bids will not be accepted. The owner reserves the right to award any or all schedules of the Bid to meet the needs of the city. The intent is to award to only one bidder. 17. Trench Excavation Safety Systems As required by RCW 39.04.180, on public works projects in which trench excavation will exceed a depth of four feet, any contract therefore shall require adequate safety systems for the trench excavation that meet the requirements of the Washington Industrial Safety and Health Act, Chapter 49.17 RCW. These requirements shall be included in the Bid Schedule as a separate item. The costs of trench safety systems shall not be considered as incidental to any other contract item and any attempt to include the trench safety systems as an incidental cost is prohibited. 18. Payment of Prevailing Wages and Apprentice Utilization Requirements In accordance with Revised Code of Washington Chapters 39.12 and 49.28 as amended or supplemented herein, there shall be paid to all laborers, workmen or mechanics employed on this contract the prevailing rate of wage for an hour's work in the same trade or occupation in the area of work regardless of any contractual relationship which may exist, or be alleged to exist, between the Contractor and any laborers, workmen, mechanics or subconsultants. 05 Instructions to Bidders 05-12-2026 Page 3 of 4 The Contractor is Responsible for obtaining updated issues of the prevailing wage rate forms as they become available during the duration of the contract. The wage rates shall be included as part of any subcontracts the Contractor may enter into for work on this project. This Contract includes an Apprentice Utilization Requirement. Fifteen percent (15%) or more of project Labor Hours shall be performed by Apprentices unless Good Faith Efforts are accepted. Apprentice Utilization will be determined using the Department of Labor and Industries (L&I) online Prevailing Wage Intent & Affidavit (PWIA) system. 19. Pollution Control Requirements Work under this contract shall meet all local, state and federal requirements for the prevention of environmental pollution and the preservation of public natural resources. The contractor shall conduct the work in accordance with all applicable pollution control laws. The contractor shall comply with and be liable for all penalties, damages, and violations under Chapter 90.48 RCW, in performance of the work. The contractor shall also comply with Article 4 in the Puget Sound Air Pollution Control Agency Regulation III regarding removal and encapsulation of asbestos materials. 20. Standard Specifications All work under this contract shall be performed in accordance with the following standard specifications except as may be exempted or modified by the City of Renton Supplemental Specifications, Special Provisions other sections of these contract documents. These standard specifications are hereby made a part of this contract and shall control and guide all activities within this project whether referred to directly, paragraph by paragraph, or not. 1. WSDOT/APWA "2026 Standard Specifications for Road, Bridge and Municipal Construction" and "Division 1 APWA Supplement" hereinafter referred to by the abbreviated title "Standard Specifications." A. Any reference to "State," "State of Washington," "Department of Transportation," "WSDOT," or any combination thereof in the WSDOT/APWA standards shall be modified to read "City of Renton," unless specifically referring to a standard specification or test method. B. All references to measurement and payment in the WSDOT/APWA standards shall be deleted, and the measurement and payment provisions of Division 10, Measurement and Payment Schedule (added herein) shall govern. 21. If a soils investigation has been completed, a copy may be included as an appendix to this document. If one has not been provided for this project by the City or Engineer, the Bidders shall familiarize themselves adequately with the project site and existing subsurface condition as needed to submit their bid. Upon approval of the city, the Bidder may make such subsurface explorations and investigations as they see fit. The Bidder shall be responsible for protection of all existing facilities, utilities and other buried or surface improvements and shall restore the site to the satisfaction of the city. 06 Call for Bid -05-20-2026 - js edits Page 1 of 2 CALL FOR BIDS CITY CENTER CIPP PROJECT 2026 CAG-26-124 WWP-27-04394 Sealed bids will be received until 2 PM, Wednesday, July 8, 2026 at the lobby of Renton City Hall, 1055 South Grady Way, Renton WA 98057. No mailed, USPS, FedEx, or UPS delivered bids will be accepted.Please include the bidder’s name, address, and the name of the project on the envelope. Sealed bids will be opened and publicly read via the Zoom video-conferencing web application at 3 PM, Wednesday, July 8, 2026,(60 minutes after published bid submittal time). Any bids received after the published bid submittal time cannot be considered and will not be accepted. The bid opening meeting can be accessed via videoconference by: x Clicking this link to join the Zoom meeting: x https://us06web.zoom.us/j/87268482957?pwd=RErqii16m4T0Jb0prbPmbp4auMycne.1 x Using the Zoom app: Meeting ID: 872 6848 2957; Password: 221305; x Via telephone by dialing: +12532158782,,87268482957#,,,,*221305# x Zoom is free to use and is available at https://zoom.us/. The work involved under the terms of this contract document shall be full and complete installation of the facilities, as shown on the plans and as described in the construction specifications, to include but not be limited to: Schedule A – General Items x Mobilization x Temporary traffic control measures following the Contract Documents and applicable City of Renton and MUTCD standards. x Apprenticeship Utilization Requirements Schedule B – Sewer Items x Cured-in-Place-Pipe (CIPP) Rehabilitation of a combined total of approximately 13,185 LF (LF) of 6”, 8”, 10”, and 15” Sanitary Sewer pipe. x Trim 9 intruding laterals. x Reinstatement of 200 side-sewer laterals x Deep Clean of one lateral, and install of a Short-Range Lateral Seal (1-2 ft) x Point Repairs (as necessary) x CIPP Performance testing and analysis, 13 tests Schedule C – Storm Items x CIPP Rehabilitation of a combined total of approximately 4,149 LF of 12”, 15”, and 24” diameter storm pipe. x Reinstatement of 28storm-sewer laterals x Trim 22 intruding laterals. x Point Repairs (as necessary) x CIPP Performance testing, 4 tests 06 Call for Bid -05-20-2026 - js edits Page 2 of 2 Schedule B and C x Confirm the diameter and length of sewer and storm pipes to be CIPP Rehabbed x Confirm Storm and Sewer Lateral Location x Pre-and post-cleaning and Inspection x Bypass pumping The estimated project cost is $2,000,000 - $2,250,000. A total of 200 working days is allowed for completion of the project. For Bid Item Descriptions see Special Provisions Section 10-01.2 Any contractor connected with this project shall comply with all Federal, State, County, and city codes and regulations applicable to such work and perform the work in accordance with the plans and specifications of this contract document. 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 06/15/2026. Cured-in-Place Pipe (CIPP) Table, Site Maps, Specifications, Addenda, and the Plan Holders List for this project are available online 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 including CCTV footage will also be available at http://rentonwa.gov/bids/ under “Calls for Bids”. Should you require further assistance, contact BuildersExchange of Washington at (425) 258-1303. Bidders are not to contact the City of Renton or the Engineer to obtain bidding documents. A certified check or bid bond in the amount of five percent (5%) of the total of each bid must accompany each bid. Women and Minority Business Enterprises (WMBE) are encouraged to bid. The city's Fair Practices, Non-Discrimination, and Americans with Disability Act Policies shall apply. Questions about the project shall be addressed to Jesse Newman, Public Works Department, at 1-425- 757-7778 or jnewman@rentonwa.gov. Jason A. Seth, CMC, City Clerk Published: Daily Journal of Commerce 6/15/2026 Daily Journal of Commerce 6/22/2026 Daily Journal of Commerce 6/29/2026 05 Instructions to Bidders 05-12-2026 Page 4 of 4 BIDDER’S CHECKLIST ❑ It is the responsibility of each bidder to ascertain if all the documents listed on the attached index are included in their copy of the bid specifications. 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 bid opening time. ❑ Have you submitted, as part of your bid, all documents marked in the index as “Submit with Bid”? ❑ Has bid bond or certified check been enclosed? ❑ Is the amount of the bid guaranty at least 5 percent of the total amount of bid including sales tax? ❑ Has the proposal been signed? ❑ Sales Tax for this project is bid at 10.5%. ❑ Have you reviewed the Prevailing Wage and Apprenticeship Utilization Requirements? ❑ Have you bid on ALL ITEMS and ALL SCHEDULES? ❑ Have you submitted Minority Business/Woman Business Enterprise Subcontractors List (if required)? ❑ Have you submitted the Subcontractors List (if required)? ❑ Have you reviewed the Prevailing Wage Requirements? ❑ Have you certified Receipt of Addenda, if any? ❑ Have you submitted Department of Labor and Industries Certificate of Registration Form? City of Renton Public Works Department Contract Documents for 2026 City Center CIPP Project CAG-26-124 ______________________________________________________________________________ SUBMITTAL FORMS : TO BE SUBMITTED WITH BID Proposal & Affidavit/Certificate Page 1 of 4 PROPOSAL & COMBINED AFFIDAVIT AND CERTIFICATE FORM CITY OF RENTON 2026 City Center CIPP Project CAG-26-124 WWP-27-04394 TO THE CITY OF RENTON RENTON, WASHINGTON Ladies and/or Gentlemen: The undersigned hereby certify that the bidder has examined the site of the proposed work and have read and thoroughly understand the plans, specifications and contract governing the work embraced in this improvement, and the method by which payment will be made for said work, and hereby propose to undertake and complete the work embraced in this improvement, or as much thereof as can be completed with the money available, in accordance with the said plans, specifications and contract and the schedule of prices. The undersigned further certifies and agrees to the following provisions: NON-COLLUSION AFFIDAVIT Being duly sworn, deposes and says, that he is the identical person who submitted the foregoing proposal or bid, and that such bid is genuine and not sham or collusive or made in the interest or on behalf of any person not therein named, and further, that the deponent has not directly induced or solicited any other Bidder on the foregoing work or equipment to put in a sham bid, or any other person or corporation to refrain from bidding, and that deponent has not in any manner sought by collusion to secure to himself or to any other person any advantage over other Bidder or Bidders. AND CERTIFICATION RE: ASSIGNMENT OF ANTI-TRUST CLAIMS TO PURCHASER Vendor and purchaser recognize that in actual economic practice overcharges resulting from anti-trust violations are in fact usually borne by the purchaser. Therefore, vendor hereby assigns to purchaser any and all claims for such over-charges as to goods and materials purchased in connection with this order or contract, except as to overcharges resulting from anti-trust violations commencing after the date of the bid, quotation, or other event establishing the price under this order or contract. In additio n, vendor warrants and represents that such of his suppliers and subcontractors shall assign any and all such claims to purchaser, subject to the aforementioned exception. AND Proposal & Affidavit/Certificate Page 2 of 4 MINIMUM WAGE AFFIDAVIT FORM I, the undersigned, having been duly sworn, deposed, say and certify that in connection with the performance of the work of this project, I will pay each classification of laborer, workman, or mechanic employed in the performance of such work; not less than the prevailing rate of wage or not less than the minimum rate of wages as specified in the principal contract. I have read the above and foregoing statemen ts and certificate, know the contents thereof and the substance as set forth therein is true to my knowledge and belief. FOR: PROPOSAL, NON COLLUSION AFFIDAVIT, ASSIGNMENT OF ANTI-TRUST CLAIMS TO PURCHASER AND MINIMUM WAGE AFFIDAVIT Name of Bidder's Firm Signature of Authorized Representative of Bidder*: _______________________________________ Printed Name: ____________________________ Title: _______________________________________ Address: __________________________________________________________________________________ Contact Name (please print): ________________________________________________________________ Phone: ____________________________________ Email: _______________________________________ *The above signature must be notarized using the applicable notary language found on pages 3 and 4. If business is a CORPORATION, please complete this section: Name of President of Corporation Name of Secretary of Corporation Corporation Organized under the laws of With Main Office in State of Washington at If business is a PARTNERSHIP or LIMITED LIABILITY COMPANY, please complete this section: Name: Title (Partner, Member, Manager): Proposal & Affidavit/Certificate Page 3 of 4 INDIVIDUAL FORM STATE OF WASHINGTON ) : ss County of ______________ ) On this _______ day of ___________ before me personally appeared ____________________ to me known to be the individual(s) described in and who executed the foregoing instrument, and acknowledged under oath that ________________ (he/she/they) signed and sealed the same as ______________________ (his, her, their) free and voluntary act and deed, for the uses and purposes therein mentioned. GIVEN under my hand and official seal the day and year last above written. (SEAL) ____________________________________ Notary Public in and for the State of Washington, residing at ________________ Print Name: _________________________ My commission expires: ________________ CORPORATION FORM STATE OF WASHINGTON ) : ss County of ______________ ) On this _______ day of ______________ before me personally appeared __________________ to me known to be the __________________ (President, Secretary, Treasurer) of the corporation that executed the foregoing instrument, and acknowledged said instrument to be the free and voluntary act and deed of said corporation, for the uses and purposes therein mentioned, and on oath stated that _________ (he/she/they) are authorized to execute said instrument. GIVEN under my hand and official seal the day and year last above written. (SEAL) ____________________________________ Notary Public in and for the State of Washington, residing at ________________ Print Name: _________________________ My commission expires: ________________ Proposal & Affidavit/Certificate Page 4 of 4 PARTNERSHIP FORM STATE OF WASHINGTON ) : ss County of ______________ ) On this _______ day of ______________ before me personally appeared __________________ to me known to be a General Partner of the partnership known as ________________________ that executed the foregoing instrument, and acknowledged said instrument to be the free and voluntary act and deed of said partnership, for the uses and purposes therein mentioned, and on oath stated that _________ (he/she/they) are authorized to execute said instrument. GIVEN under my hand and official seal the day and year last above written. (SEAL) ____________________________________ Notary Public in and for the State of Washington, residing at ________________ Print Name: _________________________ My commission expires: ________________ LIMITED LIABILITY COMPANY (LLC) FORM STATE OF WASHINGTON ) : ss County of ______________ ) On this _______ day of ____________________, 20___, before me personally appeared _________________________ to me known to be a Managing Member of the Limited Liability Company known as _______________________________ and that he/she/they executed the foregoing instrument, and acknowledged said instrument to be the free and voluntary act and deed of said Limited Liability Company, for the uses and purposes therein mentioned, and on oath stated that _________ (he/she/they) are authorized to execute said instrument. GIVEN under my hand and official seal the day and year last above written. (SEAL) ____________________________________ Notary Public in and for the State of Washington, residing at ________________ Print Name: _________________________ My commission expires: ________________ 08 Proposal Bid Bond Form -05-11-2026 Approved by City Attorney Proposal Bid Bond KNOW ALL MEN BY THESE PRESENTS, That we, [Contractor] ____________________of [address] _______________________________________________________as Principal, and [Surety] ____________________________________________________________________________________ a corporation duly organized under the laws of the State of , and authorized to do business in the State of Washington, as Surety, are held and firmly bound unto the City of Renton in the sum of five (5) percent of the total amount of the bid proposal of said Principal for the work hereinafter described, for the payment of which, well and truly to be made, we bind ourselves, our heirs, executors, administrators and assigns, and successors and assigns, jointly and severally, firmly by these presents. The condition of this bond is such, that whereas the Principal herein is herewith submitting his/her or its sealed proposal for the following project, to wit: 2026 CITY CENTER CIPP PROJECT, WWP-27-04394 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 performance 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 performance 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. IN TESTIMONY WHEREOF, the Principal and Surety have caused these presents to be signed and sealed this _________________________________ day of _________________, ________________________. ________________________________ ________________________________ [Principal] [Surety] ________________________________ ________________________________ [Signature of authorized official] [Signature of authorized official] _____________________________ By:_____________________________ [Title] [Attorney-in-Fact] ________________________________ [Address] ________________________________ ________________________________ ________________________________ [Telephone Number] 09 DOLI Certificate of Registration 05-11-2026 Page 1 of 1 CERTIFICATE OF REGISTRATION DEPARTMENT OF LABOR & INDUSTRIES 2026 CITY CENTER CIPP PROJECT CAG-26-124 WWP-27-04394 Name on Registration: ___________________________________________________________ Registration Number: ___________________________________________________________ Expiration Date: ____________________________________________________________ Note: A copy of the certificate will be requested as part of contract execution when project is awarded. CITY OF RENTON PUBLIC WORKS DEPARTMENT 2026 CITY CENTER CIPP PROJECT SCHEDULE OF PRICES *Note: Show price per unit in figures only. Figures written to the right of the dot (decimal) in the price per unit column shall be interpreted as cents. SEE SECTION 10-01.2 OF THE SPECIAL PROVISIONS FOR INFORMATION ON BID ITEMS. APPROX.UNIT PRICE TOTAL AMOUNT QUANTITY Dollars Cents Dollars Cents 1 Lump Sum _________________ Per Lump Sum __________________ 1 Lump Sum _________________ Per Lump Sum __________________ 1 Calc _________________ Per Calc __________________ Subtotal Sales Tax (10.5%) Total Sched. A BID SCHEDULE A -GENERAL ITEM WITH UNIT PRICED BID A1 A2 Mobilization & Demobilization BID ITEM NO. Temporary Traffic Control A3 Apprentice Utilization Incentive/Penalty CITY OF RENTON PUBLIC WORKS DEPARTMENT 2026 CITY CENTER CIPP PROJECT SCHEDULE OF PRICES *Note: Show price per unit in figures only. Figures written to the right of the dot (decimal) in the price per unit column shall be interpreted as cents. SEE SECTION 10-01.2 OF THE SPECIAL PROVISIONS FOR INFORMATION ON BID ITEMS. APPROX.UNIT PRICE TOTAL AMOUNT QUANTITY Dollars Cents Dollars Cents 13185 Linear Foot _________________ Per Linear Foot ____________________ 1 Each _________________ Per Each ____________________ 1 Each _________________ Per Each ____________________ 1581 Linear Foot _________________ Per Linear Foot ____________________ 1581 Linear Foot _________________ Per Linear Foot ____________________ 8872 Linear Foot _________________ Per Linear Foot ____________________ 1012 Linear Foot _________________ Per Linear Foot ____________________ 1720 Linear Foot _________________ Per Linear Foot ____________________ 200 Each _________________ Per Each ____________________ 9 Each _________________ Per Each ____________________ 5 Each _________________ Per Each ____________________ 13185 Linear Foot _________________ Per Linear Foot ____________________ 13 Each _________________ Per Each ____________________ 1 Per Estimate _________________ Per Estimate ____________________ Subtotal Sched. B Sales Tax (10.5%) Total Sched. B Minor Change Post Installation Inspection B10 B13 B9 Trim Intruding Laterals Point Repairs B11 B4 B5 BID SCHEDULE B - SEWER CIPP Pre-installation Cleaning and Inspection ITEM WITH UNIT PRICED BID Furnish and Install 6" Cured-in-Place Pipe B1 Furnish and Install 8" Cured-in-Place Pipe BID ITEM NO. B6 B8 B2 Deep Clean of Lateral B3 Furnish and Install Short-Range Lateral Seal Furnish and Install 10" Cured-in-Place Pipe B4 Furnish and Install 6" Cured-in-Place Pipe B12 CIPP Performance Testing And Analysis B7 Furnish and Install 15" Cured-in-Place Pipe Lateral Reinstatement $30,000.00 CITY OF RENTON PUBLIC WORKS DEPARTMENT 2026 CITY CENTER CIPP PROJECT SCHEDULE OF PRICES *Note: Show price per unit in figures only. Figures written to the right of the dot (decimal) in the price per unit column shall be interpreted as cents. SEE SECTION 10-01.2 OF THE SPECIAL PROVISIONS FOR INFORMATION ON BID ITEMS. APPROX.UNIT PRICE TOTAL AMOUNT QUANTITY Dollars Cents Dollars Cents 4149 Linear Foot _________________ Per Linear Foot __________________ 1720 Linear Foot _________________ Per Linear Foot __________________ 1685 Linear Foot _________________ Per Linear Foot __________________ 744 Linear Foot _________________ Per Linear Foot __________________ 28 Each _________________ Per Each __________________ 22 Each _________________ Per Each __________________ 5 Each _________________ Per Each __________________ 4149 Linear Foot _________________ Per Linear Foot __________________ 4 Each _________________ Per Each __________________ 1 Per Estimate _________________ Per Estimate __________________ Total Sched. C Total Tax (A+B, No Tax C) Subtotal All Schedules (A+B+C) Total (A+B+C, Total Tax Included) Furnish and Install 12" Cured-in-Place Pipe Furnish and Install 15" Cured-in-Place PipeC3 Furnish and Install 24" Cured-in-Place Pipe Post Installation Inspection Minor ChangeC10 C4 C1 C8 C6 Trim Intruding Laterals C7 Point Repairs C9 CIPP Performance Testing And Analysis C5 Lateral Reinstatement C2 CIPP Pre-installation Cleaning and Inspection BID SCHEDULE C - STORMWATER BID ITEM NO.ITEM WITH UNIT PRICED BID $15,000.00 11 Acknowledge Receipt of Addenda- 05 -11-2026 Page 1 of 1 ACKNOWLEDGEMENT OF RECEIPT OF ADDENDA 2026 CITY CENTER CIPP PROJECT CAG-26-124 WWP-27-04394 ACKNOWLEDGEMENT OF RECEIPT OF ADDENDA NO._______ DATE:________________________ NO._______ DATE:________________________ NO._______ DATE:________________________ NO._______ DATE:________________________ NO._______ DATE:________________________ SIGNED:_________________________________________________ TITLE:_________________________________________________ NAME OF COMPANY:_________________________________________________ ADDRESS:_________________________________________________ CITY/ STATE/ ZIP:_________________________________________________ TELEPHONE:_________________________________________________ This form must be submitted with the Bid Proposal. Template updated 5-07-2026 Certification of Compliance with Wage Payment Statutes and Minor Work Permit Status The bidder hereby certifies that, within the three-year period immediately preceding the bid solicitation date, the bidder is not a “willful” violator, as defined in RCW 49.48.082, of any provision of chapters 49.46, 49.48, or 49.52 RCW, as determined by a final and binding citation and notice of assessment issued by the Department of Labor and Industries or through a civil judgment entered by a court of limited or general jurisdiction. Additionally, the bidder herby certifies that at the time of bid submittal, the bidder is not subject to a revocation of a minor work permit under RCW 49.12.390(4). I certify under penalty of perjury under the laws of the State of Washington that the foregoing is true and correct. Bidder’s Business Name Signature of Authorized Official* Printed Name Title Date City State Check One: Sole Proprietorship ☐ Partnership ☐ Joint Venture ☐ Corporation ☐ LLC ☐ State of Incorporation, or if not a corporation, State where business entity was formed: If a co-partnership, give firm name under which business is transacted: *If a corporation, proposal must be executed in the corporate name by the president or vice-president (or any other corporate officer accompanied by evidence of authority to sign). If a co-partnership, proposal must be executed by a partner. Approved CLB 4-2-26 SUBCONTRACTOR LIST To Be Submitted with the Bid Proposal In accordance with RCW 39.30-060 as amended: For all public works contracts exceeding $1,000,000 the bidder shall submit with the bid the names of the licensed subcontractors and proof of license by providing subcontractors license number with whom the bidder, if awarded the contract, will subcontract for the following work or to name itself for the work, if it is licensed to perform the work for which it has named itself. • All structural steel installation, rebar installation, heating, ventilation and air conditioning, and plumbing work as described in chapter 18.106 RCW, and electrical work as described in chapter 19.28 RCW (this also includes the control system integrator subcontractor as well as other electrical subcontractors) shall be submitted as part of the bid. If the work does not apply to this contract, check the box “Not Appl icable”. If the work will be self- performed by the bidder, check the box “Self-Performed”. If the subcontractors’ names are not submitted with the bid OR if two or more subcontractors are named to perform the same work, the bid shall be considered nonresponsive and, therefore, void. If subcontractors vary with bid alternates, please complete a separate form indicating which subcontractors will be used for which bid alternate. Complete the following: If awarded the contract, will contract with the following subcontractors for the performance of heating, ventilation and air conditioning, plumbing, electrical (including automatic controls) work, structural steel installation, and rebar installation: The following list of subcontracts is due with the bid. Errors identified by the contracting agency in the proof of license information must be corrected by the bidder within 48 hours of bid submission. Category of Work Heating, Ventilation & Air Conditioning (HVAC) Not Applicable ☐ Subcontractors Name Self-Performed ☐ Address Phone No. Subcontractor's WA License No. Bid Item Numbers Description of Work 2 Approved CLB 4-2-26 SUBCONTRACTOR LIST To Be Submitted with the Bid Proposal Category of Work Plumbing (per RCW 18.106) Not Applicable ☐ Subcontractors Name Self-Performed ☐ Address Phone No. Subcontractor's WA License No. Bid Item Numbers Description of Work Category of Work Electrical (per RCW 19.28) Not Applicable ☐ Subcontractors Name Self-Performed ☐ Address Phone No. Subcontractor's WA License No. Bid Item Numbers Description of Work Category of Work Structural Steel Not Applicable ☐ Subcontractors Name Self-Performed ☐ Address Phone No. Subcontractor's WA License No. Bid Item Numbers Description of Work Category of Work Rebar Installation Not Applicable ☐ Subcontractors Name Self-Performed ☐ Address Phone No. Subcontractor's WA License No. Bid Item Numbers Description of Work City of Renton Public Works Department Contract Documents for 2026 City Center CIPP Project CAG-26-124 ______________________________________________________________________________ SUBMITTAL FORMS : SUBMITTED AFTER NOTICE OF AWARD 2026 City Center CIPP Project Page 1 of 2 Contract Bond to the CITY of Renton WWP-27-04394 03/08/2022 F clb CONTRACT BOND TO THE CITY OF RENTON Bond No. ________________ KNOW ALL MEN BY THESE PRESENTS, That we, (CONTRACTOR/PRINCIPAL) ______________________ 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/OWNER) in the sum of________________________________________________ US Dollars ($________________________) Total Contract Amount, for the payment of which sum on demand we bind ourselves and our heirs, successors, assigns, executors, administrators and personal representatives, as the case may be. This obligation is entered into pursuant to the laws of the State of Washington and the ordinances of the City of Renton. Dated at _____________, Washington, this ________ day of ____________________, 20______. NOW, THEREFORE THE CONDITIONS OF THE ABOVE OBLIGATION ARE AS FOLLOWS: WHEREAS, under and pursuant to Contract No. CAG-26-124 providing for construction of the 2026 City Center CIPP 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. • The SURETY indemnifies, defends, and protects and holds the CITY/OWNER, its officers, agents, and assigns harmless from and against all claims, liabilities, causes of action, damages, and costs for such payments for labor, equipment, and materials by satisfying all claims and demands incurred under the Contract, and reimbursing and paying CITY/OWNER all expenses that CITY/OWNER may incur in making good any default by PRINCIPAL; and, against any claim of direct or indirect loss resulting from the failure of the PRINCIPAL, its heirs, executors, administrators, successors, or assigns, (or the subcontractors or lower tier subcontractors of the PRINCIPAL) to pay all laborers, mechanics, subcontractors, lower tier subcontractors material persons, and all persons who shall supply such contractor or subcontractors with provisions and supplies for the carrying on of such work; and, against any claim of direct or indirect loss resulting from the failure of the PRINCIPAL, its heirs, executors, administrators, successors, or assigns (or any of the employees, subcontractors, or lower tier subcontractors of the PRINCIPAL) to faithfully perform the Contract. • The indemnities to CITY/OWNER shall also inure to the benefit of the Consulting Engineers and other design professionals retained by OWNER in connection with the Project. • 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 , for value received, hereby waives notice of any change, extension of time, alteration, or addition to the terms of the Contract or the Work to be performed thereunder and agrees that modifications and changes to the terms and conditions of the Contract that increase the total amount to be paid the PRINCIPAL shall automatically increase the obligation of the SURETY on this Contract Bond and notice to SURETY is not required for such increased obligation. 2026 City Center CIPP Project Page 2 of 2 Contract Bond to the CITY of Renton WWP-27-04394 03/08/2022 F clb • This Contract Bond shall be governed and construed by the laws of the State of Washington, and venue shall be in King County, Washington. FURTHERMORE, this Contract Bond shall be satisfied and released only upon the condition s that PRINCIPAL or SURETY: • Faithfully performs all provisions of the Contract and changes authorized by CITY/OWNER in the manner and within the time specified as may be extended under the Contract; • Pay, in accordance with Chapters 39.08, 39.12 and 60.28 Revised Code of Washington (RCW), the sums due all workers, laborers, mechanics, subcontractors, lower tier subcontractors, material suppliers, and all other persons or agents who supply labor, equipment, or materials for carrying on of such work under the Contract; • Pay all taxes, increases and penalties, if any, incurred on or related to the Contract under Titles 50 and 51 Revised Code of Washington (RCW) and any and all taxes imposed on the Principle under Title 82 RCW or any other law; • Receives a written discharge/release of bond from CITY, signed by the Mayor or by a duly authorized representative of CITY. 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: 15 Fair Practices Policy Affidavit 05-12-2026 Page 1 of 1 FAIR PRACTICES POLICY AFFIDAVIT OF COMPLIANCE CITY OF RENTON 2026 CITY CENTER CIPP PROJECT CAG-26-124 WWP-27-04394 Instructions: This document MUST be completed by each contractor, subcontractor, consultant and/or supplier. Include or attach this document (s) with the contract. ____________________________________________________ hereby confirms and declares that: (Name of contractor/subcontractor/consultant) I. It is the policy of the above-named contractor/subcontractor/consultant, to offer equal opportunity to all qualified employees and applicants for employment without regard to their race; religion/creed; national origin; ancestry; sex; the presence of a physical, sensory, or mental disability; age over 40; sexual orientation or gender identity; pregnancy; HIV/AIDS and Hepatitis C status; use of a guide dog/service animal; marital status; parental/family status; military status; or veteran’s status. II. The above-named contractor/subcontractor/consultant complies with all applicable federal, state, and local laws governing non-discrimination in employment. III. When applicable, the above-named contractor/subcontractor/consultant will seek out and negotiate with minority and women contractors for the award of subcontracts. Print Agent/Representative’s Name Print Agent/Representative’s Title Agent/Representative’s Signature Date Signed Arm o ndo Pavone Mayor AGREEMENT CONTRACT NO. 26-124 THIS AGREEMENT, made and entered into this [Enter Date] day of [Enter Month], [Enter Year] by and between the CITY OF RENTON, Washington, a municipal corporation of the State of Washington, hereinafter referred to as "City” and [Enter Contractor name], hereinafter referred to as "Contractor." Now, therefore the parties agree as follows: 1. Agreement. This agreement incorporates the following documents as if fully set forth herein: the 2026 Standard Specifications for Road, Bridge, and Municipal Construction, as prepared by the Washington State Department of Transportation and the Washington State Chapter of the American Public Works Association, including all published amendments issued by those organizations (“Standard Specifications”); the City’s Contract Bid Documents for the Project, including but not limited to Addenda, Proposal Form, Special Provisions, Contract Plans, and Amendments to the Standard Specifications; Contractor’s Proposal and all documents submitted therewith in response to the City’s Call for Bids Documents; and any additional documents referenced as comprising the Contract and Contract Documents in Section 1-04.2 of the Standard Specifications, as revised by the Amendments and Special Provisions included with the City’s Call for Bids and Contract Documents. 2. Project. Contractor shall complete all work and furnish all labor, tools, materials, and equipment for the project entitled 2026 City Center CIPP Project, WWP-27-04394, including all changes to the Work and force account work, in accordance with the Contract Documents, as described in Section 1-04.2 of the Special Provisions. 3. Payments. City shall pay Contractor at the unit and lump sum prices, and by force account as specified in the Proposal according to the Contract Documents as to time, manner, and condition of payment in a contract amount not to exceed $___________, unless modified by an approved change order or addendum. The payments to Contractor include the costs for all labor, tools, materials and equipment for the Work. 4. Completion Date. Contract time shall commence upon City's Notice to Proceed to Contractor. The Work under this Agreement shall be completed within the time specified in the Contract Bid Documents. If the Physical Work under this Agreement is not completed within the time specified, Contractor shall pay liquidated damages and all engineering inspection and supervision costs to City as specified in the Contract Bid Documents. 5. Attorney's Fees. In the event litigation is commenced to enforce this Agreement, the prevailing party shall be entitled to recover its costs, including reasonable attorney's and expert witness fees. 6. Disclaimer. No liability of Contractor shall attach to City by reason of entering into this Agreement, except as expressly provided in this Agreement. 7. Counterparts. This Agreement is executed in two (2) identical counterparts, by the parties, each of which shall for all purposes be deemed an original. 2026 City Center CIPP Project CAG-26-124 [Enter Date] Contract Template Updated 12/29/2017 IN WITNESS WHEREOF, the City has caused these presents to be signed by its Mayor and attested by its City Clerk and the Contractor has hereunto set his hand and seal the day and year first above-written. CONTRACTOR: CITY OF RENTON: President/Partner/Owner Armondo Pavone, Mayor ATTEST Secretary Jason Seth, City Clerk FIRM INFORMATION d/b/a [Enter Firm name] CHECK ONE: ☐ Limited Liability Company ☐ Partnership ☐ Corporation STATE OF INCORPORATION: [Enter state of incorporation] CONTRACTOR CONTACT INFORMATION: CITY CONTACT INFORMATION: [Address Line 1] City of Renton [Address Line 2] 1055 South Grady Way [City, State and Zip] Renton, WA 98057 [Enter Phone Number] 425-430-7211 [Enter Fax Number or Email Address] jnewman@rentonw.gov Attention: If business is a CORPORATION, the name of the corporation should be listed in full and both the President and Secretary must sign the contract. OR, if one signature is permitted by corporation by -laws, a copy of the by-laws shall be furnished to the City and made a part of the contract document. If the business is a PARTNERSHIP, the full name of each partner should be listed followed by d/b/a (doing business as) and fi rm or trade name. Any one partner may sign the contract. If the business is an limited Liability Company, an authorized managing member or manager must sign followed by his/her title. 17 Retainage Selection - 05-11-2026 Page 1 of 1 RETAINAGE SELECTION 2026 CITY CENTER CIPP PROJECT CAG-26-124 WWP-27-04394 Per Standard Specifications Section 1-09.9(1) Retainage, and RCW 60.28, a sum of 5-percent of the monies earned by the Contractor will be retained from progress estimates. The retainage will be used as a trust fund for the protection and payment of (1) the State with respect to taxes, and (2) the claims of any person arising under the Contract. Retainage shall be placed in a fund held by the city (non -interest bearing), unless the Contractor selects a one of the options listed below and completes all arrangements needed for that option to the satisfaction of the city. Other retainage fund options: __ 1. Deposited by the city in an escrow account (interest bearing) in a bank, mutual savings bank, or savings and loan association. Deposits will be in the name of the city and are not allowed to be withdrawn without the city’s written authorization, or __ 2. The city, at it’s option, may accept a bond from the Contractor in lieu of retainage. If the Contractor selects option 1 or 2 it is fully responsible for selecting the bank or association to be used, and for making all arrangements and paying all costs associated with that option. All arrangements and forms needed for option 1 or 2 shall be submitted to the City for review and approval. Release of the Retainage will be made 60 days following the Completion Date provided the conditions in Special Provisions Section 1-09.9(1), and applicable State Regulations, are met. SIGNED:_________________________________________________ PRINT NAME:_________________________________________________ COMPANY:_________________________________________________ DATE:_________________________________________________ City of Renton Public Works Department Contract Documents for 2026 City Center CIPP Project CAG-26-124 ______________________________________________________________________________ INFORMATION AND SPECIAL PROVISIONS 19 Traffic Control Information Page 1 of 1 TRAFFIC CONTROL 2026 CITY CENTER CIPP PROJECT CAG-26-124 WWP-27-04394 The City of Renton requires any contractor, firm, corporation, or other public/private agency to prepare a traffic control plan and obtain city approval of that plan when construction, repair, or maintenance work is to be conducted within the city’s right-of-way. The plan shall be consistent with the provisions found in the State of Washington Manual on Uniform Traffic Control Devices (MUTCD) for Streets and Highways, Section 2-04 and the Contract Documents. Traffic Control Plan shall be submitted to the city for review at or prior to the Preconstruction Meeting. Traffic Control Standard Plans, application, and requirements can be found on the city’s website at: https://rentonwa.gov/cms/one.aspx?portalId=7922741&pageId=9340500 Typical details for lane closures are attached. The Contractor shall be responsible for assuring that traffic control is installed and maintained in conformance to established standards. The Contractor shall continuously evaluate the operation of the traffic control plan and take prompt action to correct any problems that become evident during operation. See Special Provisions Section 1-10 for additional requirements. 18 State Prevailing Wages Reference 05-28-2026 WASHINGTON STATE PREVAILING WAGE RATES FOR PUBLIC WORKS CONTRACTS REFERENCE The State of Washington Prevailing Wage Rates applicable for this public works contract, which is located in _King_ County, may be found at the following website address of the Department of Labor and Industries: https://secure.lni.wa.gov/wagelookup/ Check with the Department of Labor and Industries for any questions regarding Prevailing Wage Rates, and for a copy of all trade classifications. Based on the bid submittal deadline for this project, the applicable effective date for prevailing wages for this project is July 8, 2026. A copy of the applicable prevailing wages rates is also available for viewing at the office of the Owner, located at _Renton City Hall, 1055 South Grady Way, Renton, Washington. Upon request, the Owner will mail a hard copy of the applicable prevailing wage rates for this project. The State of Washington “Statement of Intent to Pay Prevailing Wages – Public Works Contract” and “Affidavit of Wages Paid – Public Works Contract” may be filed online with the Department of Labor and Industries. CITY OF RENTON RENTON, WASHINGTON SPECIAL PROVISIONS FOR THE 2026 City Center CIPP CAG-26-124 WWP-27-04394 SUMMER 2026 Engineer’s P.E. stamp CITY OF RENTON 1055 South Grady Way Renton, WA 98057 06/09/2026 Page left intentionally blank i Contents INTRODUCTION TO THE SPECIAL PROVISIONS ............................................................... 1 DIVISION 1 GENERAL REQUIREMENTS ........................................................................... 2 1-01 DEFINITIONS AND TERMS ............................................................................................ 2 1-01.3 Definitions ........................................................................................................... 2 1-02 BID PROCEDURES AND CONDITIONS ........................................................................ 5 1-02.1 Prequalification of Bidders .................................................................................... 5 1-02.1 Qualifications of Bidder ........................................................................................ 5 1-02.2 Plans and Specifications ...................................................................................... 5 1-02.4 Examination of Plans, Specifications, and Site of Work ........................................... 5 1-02.4(1) General ......................................................................................................... 5 1-02.5 Proposal Forms ................................................................................................. 6 1-02.6 Preparation of Proposal ..................................................................................... 6 1-02.7 Bid Deposit ................................................................................................... 7 1-02.9 Delivery of Proposal .......................................................................................... 8 1-02.10 Withdrawing, Revising, or Supplementing Proposal ............................................. 9 1-02.12 Public Opening of Proposals ................................................................................ 9 1-02.13 Irregular Proposals .......................................................................................... 10 1-02.14 Disqualification of Bidders ................................................................................ 10 1-03 AWARD AND EXECUTION OF CONTRACT .................................................................. 11 1-03.1 Consideration of Bids ..................................................................................... 11 1-03.2 Award of Contract .............................................................................................. 11 1-03.3 Execution of Contract .................................................................................... 12 1-03.4 Contract Bond ................................................................................................ 12 1-03.7 Judicial Review ................................................................................................ 13 1-04 SCOPE OF WORK ..................................................................................................... 14 1-04.2 Coordination of Contract Documents, Plans, Special Provisions Specifications, and Addenda ....................................................................................................................... 14 1-04.4 Changes ............................................................................................................ 14 1-04.4(1) Minor Changes ........................................................................................... 14 1-04.6 Variation in Estimated Quantities .................................................................... 14 1-04.8 Progress Estimates and Payments ...................................................................... 14 1-04.11 Final Cleanup .................................................................................................. 15 1-04.12 Contractor-Discovered Discrepancies .............................................................. 15 1-05 CONTROL OF WORK ................................................................................................ 16 1-05.4 Conformity with and Deviation from Plans and Stakes ......................................... 16 1-05.4(1) Contractor Supplied Surveying ................................................................... 17 1-05.4(2) Contractor Provided As-Built Information .................................................... 17 1-05.7 Nonconforming Work ........................................................................................ 18 1-05.10 Guarantees ..................................................................................................... 19 1-05.11 Final Inspection ........................................................................................... 20 1-05.11 Final Inspections and Operational Testing..................................................... 20 ii 1-05.11(1) Substantial Completion Date .................................................................. 20 1-05.11(2) Final Inspection and Physical Completion Date ....................................... 20 1-05.11(3) Operational Testing ................................................................................ 21 1-05.12 Final Acceptance ............................................................................................. 21 1-05.13 Superintendents, Labor, and Equipment of Contractor .................................. 22 1-05.14 Cooperation with Other Contractors................................................................. 22 1-05.15 Method of Serving Notices ................................................................................. 22 1-05.16 Water and Power .............................................................................................. 22 1-05.17 Oral Agreements ............................................................................................. 23 1-05.19 Contractor's Daily Diary ................................................................................... 23 1-06 CONTROL OF MATERIAL ........................................................................................... 25 1-06.1 Approval of Materials Prior to Use ........................................................................ 25 1-06.1(4) Fabrication Inspection Expense .................................................................. 25 1-06.2 Acceptance of Materials ..................................................................................... 26 1-06.2(2) Statistical Evaluation of Materials for Acceptance ........................................ 26 1-06.2(2)B Financial Incentive ............................................................................... 26 1-06.6 Recycled Materials ............................................................................................ 27 1-07 LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC ...................................... 28 1-07.1 Laws to be Observed ......................................................................................... 28 1-07.2 State Sales Tax .................................................................................................. 28 1-07.6 Permits and Licenses......................................................................................... 30 1-07.9 Wages ............................................................................................................... 30 1-07.9(3) Apprentices ............................................................................................... 30 1-07.9(5) Required Documents ................................................................................. 34 1-07.9(5)A Required Documents .......................................................................... 34 1-07.11 Requirements for Non-Discrimination .............................................................. 35 1-07.11(11) City of Renton Affidavit of Compliance .................................................... 35 1-07.12 Federal Agency Inspection ............................................................................... 35 1-07.15 Temporary Water Pollution Prevention ................................................................ 35 1-07.15(2) Temporary Water Pollution/Erosion Control ............................................... 35 1-07.16 Protection and Restoration of Property ............................................................. 38 1-07.16(1) Private/Public Property ............................................................................. 38 1-07.17 Utilities and Similar Facilities ........................................................................... 40 1-07.17(3) Site Specific Potholing .............................................................................. 43 1-07.17(4) Interruption of Services ............................................................................ 44 1-07.17(5) Resolution of Utility Conflicts ................................................................... 45 1-07.18 Public Liability and Property Damage Insurance ................................................ 45 1-07.18 Insurance ......................................................................................................... 45 1-07.18(1) General Requirements .............................................................................. 45 1-07.18(2) Additional Insured .................................................................................... 46 1-07.18(3) Subcontractors ......................................................................................... 47 1-07.18(4) Verification of Coverage ............................................................................ 47 1-07.18(5) Coverages and Limits ................................................................................ 48 1-07.18(5)A Commercial General Liability .............................................................. 48 1-07.18(5)B Automobile Liability ............................................................................ 49 1-07.18(5)C Workers’ Compensation ...................................................................... 49 1-07.18(5)D Excess or Umbrella Liability .............................................................. 49 iii 1-07.18(5)J Pollution Liability.................................................................................. 49 1-07.22 Use of Explosives ............................................................................................. 50 1-07.24 Rights of Way ................................................................................................... 50 1-08 PROSECUTION AND PROGRESS .............................................................................. 52 1-08.0 Preliminary Matters ........................................................................................... 52 1-08.0(1) Preconstruction Conference ...................................................................... 52 1-08.0(2) Hours of Work ............................................................................................ 53 1-08.0(3) Reimbursement for Overtime Work of Contracting Agency Employees ......... 54 1-08.1 Subcontracting .................................................................................................. 55 1-08.3 Progress Schedule ............................................................................................. 55 1-08.4 Prosecution of Work ........................................................................................ 56 1-08.5 Time for Completion .......................................................................................... 57 1-08.9 Liquidated Damages ........................................................................................... 59 1-08.11 Contractor's Plant and Equipment .................................................................... 60 1-08.12 Attention to Work............................................................................................. 60 1-09 MEASUREMENT AND PAYMENT ................................................................................ 61 1-09.1 Measurement of Quantities ............................................................................... 61 1-09.3 Scope of Payment ............................................................................................. 62 1-09.6 Force Account ................................................................................................... 63 1-09.9 Payments ....................................................................................................... 63 1-09.9(1) Retainage .................................................................................................. 64 1-09.9(2) Contracting Agency’s Right to Withhold and Disburse Certain Amounts ....... 65 1-09.9(3) Final Payment ............................................................................................ 66 1-09.11 Disputes and Claims ....................................................................................... 67 1-09.11(3) Time Limitations and Jurisdiction .............................................................. 67 1-09.13 Claims and Resolutions ................................................................................... 68 1-09.13(1) Conditions Precedent to Binding Arbitration or Litigation ............................. 68 1-09.13(1)A General .............................................................................................. 68 1-09.13(3) Claims $250,000 or Less .......................................................................... 68 1-09.13(3)A Arbitration General ............................................................................. 69 1-09.13(3)B Procedures to Initiate Arbitration ......................................................... 69 1-11 RENTON SURVEYING STANDARDS ............................................................................ 70 1-11.1(1) Responsibility for Surveys ....................................................................... 70 1-11.1(2) Survey Datum and Precision ................................................................... 70 1-11.1(3) Subdivision Information .......................................................................... 70 1-11.1(4) Field Notes ............................................................................................. 71 1-11.1(5) Corners and Monuments ........................................................................ 71 1-11.1(6) Control or Base Line Survey .................................................................... 71 1-11.1(7) Precision Levels ...................................................................................... 72 1-11.1(8) Radial and Station -- Offset Topography ................................................... 72 1-11.1(9) Radial Topography .................................................................................. 72 1-11.1(10) Station--Offset Topography ................................................................... 72 1-11.1(11) As-Built Survey ..................................................................................... 73 1-11.1(12) Monument Setting and Referencing ....................................................... 73 1-11.2 Materials ....................................................................................................... 74 1-11.2(1) Property/Lot Corners .............................................................................. 74 iv 1-11.2(2) Monuments ............................................................................................ 74 1-11.2(3) Monument Case and Cover ..................................................................... 74 DIVISION 2 TEMPORARY FEATURES .............................................................................. 75 2-01 MOBILIZATION ......................................................................................................... 75 2-01.3 Construction Requirements ................................................................................ 75 2-01.3(1) Mobilization Plan ......................................................................................... 75 2-01.3(2) Project Work Plan ........................................................................................ 75 2-01.5 Payment ............................................................................................................. 76 2-03 PUBLIC CONVENIENCE AND SAFETY ....................................................................... 76 2-03.3 Construction Requirements ................................................................................ 76 2-03.3(1) Construction Under Traffic ......................................................................... 76 2-04 TEMPORARY TRAFFIC CONTROL .............................................................................. 77 2-04.1 Description ........................................................................................................... 77 2-04.1 General ............................................................................................................. 77 2-04.3 Construction Requirements ................................................................................ 79 2-04.3(1) Traffic Control Management......................................................................... 79 2-04.3(1)B Traffic Control Supervisor (TCS) ............................................................ 79 2-04.3(2) Traffic Control Plans ................................................................................... 79 2-04.3(4) Traffic Control Labor .................................................................................. 80 2-04.3(4)B Other Traffic Control Labor ................................................................... 80 2-04.3(6) Traffic Control Devices ................................................................................ 81 2-04.3(6)A Construction Signs ............................................................................... 81 2-04.3(7) Traffic Control Constraints ......................................................................... 81 2-04.4 Measurement ....................................................................................................... 82 2-04.5 Payment ............................................................................................................... 82 DIVISION 3 EARTHWORK ............................................................................................. 84 3-01 CLEARING, GRUBBING, AND ROADSIDE CLEANUP .................................................. 84 3-01.1 Description ....................................................................................................... 84 3-01.2 Disposal of Usable Material and Debris .............................................................. 84 3-02 REMOVAL OF STRUCTURE AND OBSTRUCTIONS ...................................................... 84 3-02.3 Construction Requirements ................................................................................ 84 3-02.3(3) Removal of Pavement, Sidewalks, Curbs, and Gutters ................................. 84 3-02.3(4) Removal of Unforeseen Obstructions and Debris ........................................ 85 3-03 ROADWAY EXCAVATION AND EMBANKMENT ............................................................ 85 3-03.3 Construction Requirements ............................................................................... 85 3-05 SUBGRADE PREPARATION ....................................................................................... 87 3-05.3 Construction Requirements ................................................................................ 87 3-05.3(3) Subgrade for Permeable Pavements ............................................................. 87 3-05.5 Measurement and Payment ................................................................................ 87 3-07 STRUCTURE EXCAVATION ........................................................................................ 87 3-07.1 Description ....................................................................................................... 87 3-07.3 Construction Requirements ................................................................................ 88 v 3-07.3(1) General Requirements................................................................................. 88 3-07.3(1)D Disposal of Excavated Material ............................................................. 88 3-07.3(3) Construction Requirements, Structure Excavation, Class A .......................... 88 3-07.3(3)D Shoring and Cofferdams ................................................................... 88 DIVISION 5 SURFACE TREATMENT AND PAVEMENTS ...................................................... 90 5-04 HOT MIX ASPHALT ..................................................................................................... 90 5-04.1 Description ........................................................................................................ 90 5-04.2 Materials ........................................................................................................... 90 5-04.2(1) How to Get an HMA Mix Design on the QPL ................................................. 91 5-04.2(1)A Vacant .................................................................................................. 91 5-04.2(2) Mix Design – Obtaining Project Approval ..................................................... 91 5-04.2(2)B Using Warm Mix Asphalt Processes....................................................... 92 5-04.3 Construction Requirements ............................................................................... 93 5-04.3(1) Weather Limitations ................................................................................... 93 5-04.3(2) Paving Under Traffic ................................................................................... 93 5-04.3(3) Equipment ................................................................................................. 94 5-04.3(3)A Mixing Plant ......................................................................................... 94 5-04.3(3)B Hauling Equipment .............................................................................. 95 5-04.3(3)C Pavers ................................................................................................. 95 5-04.3(3)D Material Transfer Device or Material Transfer Vehicle ............................. 96 5-04.3(3)E Rollers ................................................................................................. 97 5-04.3(4) Preparation of Existing Paved Surfaces ....................................................... 97 5-04.3(4)A Crack Sealing ....................................................................................... 98 5-04.3(4)A1 General .......................................................................................... 98 5-04.3(4)A2 Crack Sealing Areas Prior to Paving .................................................. 99 5-04.3(4)A3 Crack Sealing Areas Not to be Paved ............................................... 99 5-04.3(4)C Pavement Repair .................................................................................. 99 5-04.3(5) Producing/Stockpiling Aggregates and RAP ............................................... 100 5-04.3(5)A Vacant ............................................................................................... 100 5-04.3(6) Mixing ...................................................................................................... 100 5-04.3(7) Spreading and Finishing ........................................................................... 101 5-04.3(8) Aggregate Acceptance Prior to Incorporation in HMA ................................. 101 5-04.3(9) HMA Mixture Acceptance ......................................................................... 101 5-04.3(9)A Vacant ............................................................................................... 103 5-04.3(9)B Vacant ............................................................................................... 103 5-04.3(9)C Mixture Acceptance – Nonstatistical Evaluation .................................. 103 5-04.3(9)C1 Mixture Nonstatistical Evaluation – Lots and Sublots ..................... 103 5-04.3(9)C2 Mixture Nonstatistical Evaluation Sampling ................................... 104 5-04.3(9)C3 Mixture Nonstatistical Evaluation – Acceptance Testing ................. 104 5-04.3(9)C4 Mixture Nonstatistical Evaluation – Pay Factors ............................. 104 5-04.3(9)C5 Vacant ......................................................................................... 105 5-04.3(9)C6 Mixture Nonstatistical Evaluation – Price Adjustments ................... 105 5-04.3(9)C7 Mixture Nonstatistical Evaluation – Retests ................................... 105 5-04.3(9)D Mixture Acceptance – Commercial Evaluation .................................... 105 5-04.3(10) HMA Compaction Acceptance ............................................................... 106 5-04.3(10)A HMA Compaction – General Compaction Requirements .................... 107 5-04.3(10)B HMA Compaction – Cyclic Density .................................................... 108 vi 5-04.3(10)C Vacant ............................................................................................. 108 5-04.3(10)D HMA Nonstatistical Compaction ...................................................... 108 5-04.3(10)D1 HMA Nonstatistical Compaction – Lots and Sublots .................... 108 5-04.3(10)D2 HMA Compaction Nonstatistical Evaluation – Acceptance Testing 108 5-04.3(10)D3 HMA Nonstatistical Compaction – Price Adjustments .................. 109 5-04.3(11) Reject Work ........................................................................................... 109 5-04.3(11)A Reject Work General ......................................................................... 109 5-04.3(11)B Rejection by Contractor .................................................................... 109 5-04.3(11)C Rejection Without Testing (Mixture or Compaction) ........................... 109 5-04.3(11)D Rejection - A Partial Sublot ............................................................... 110 5-04.3(11)E Rejection - An Entire Sublot............................................................... 110 5-04.3(11)F Rejection - A Lot in Progress .............................................................. 110 5-04.3(11)G Rejection – An Entire Lot (Mixture or Compaction) ............................. 110 5-04.3(12) Joints ..................................................................................................... 110 5-04.3(12)A HMA Joints ....................................................................................... 110 5-04.3(12)A1 Transverse Joints ......................................................................... 110 5-04.3(12)A2 Longitudinal Joints ...................................................................... 111 5-04.3(12)B Bridge Paving Joint Seals ................................................................... 111 5-04.3(12)B1 HMA Sawcut and Seal ................................................................. 111 5-04.3(12)B2 Paved Panel Joint Seal ................................................................. 111 5-04.3(13) Surface Smoothness .............................................................................. 112 5-04.3(14) Planing (Milling) Bituminous Pavement ................................................... 112 5-04.3(14)A Pre-Planing Metal Detection Check ................................................... 113 5-04.3(14)B Paving and Planing Under Traffic ....................................................... 113 5-04.3(14)B1 General .................................................................................... 113 5-04.3(14)B2 Submittals – Planing Plan and HMA Paving Plan ......................... 114 5-04.3(14)B3 Pre-Paving and Pre-Planing Briefing ........................................... 116 5-04.3(15) Sealing Pavement Surfaces .................................................................... 117 5-04.3(16) HMA Road Approaches .......................................................................... 117 5-04.3(17) Temporary Pavement Marking ................................................................. 117 5-04.3(18) Permanent Pavement Patching and Overlay ............................................ 117 5-04.5 Payment ......................................................................................................... 120 5-05 CEMENT CONCRETE PAVEMENT ............................................................................ 123 5-05.1 Description ..................................................................................................... 123 5-05.2 Materials ......................................................................................................... 123 5-05.3 Construction Requirements ............................................................................. 124 5-05.3(8) Joints....................................................................................................... 125 5-05.3(8)D Isolation Joints ................................................................................... 125 5-05.3(8)E Sealing Through Joints ........................................................................ 126 5-07 TEMPORARY RESTORATION IN PAVEMENT AREA ..................................................... 126 5-07.1 Description ..................................................................................................... 126 5-07.2 Materials ......................................................................................................... 126 5-07.3 Construction Requirements ............................................................................. 126 DIVISION 7 DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS, AND CONDUITS ........................................................................................................ 128 7-01 DRAINS ................................................................................................................. 128 vii 7-01.2 Materials ......................................................................................................... 128 7-01.3 Construction Requirements ............................................................................. 128 7-01.3(1) Drain Pipe ................................................................................................. 128 7-01.3(2) Underdrain Pipe ........................................................................................ 128 7-02 CULVERT PIPE ....................................................................................................... 128 7-02.2 Materials ......................................................................................................... 128 7-04 STORM SEWERS .................................................................................................... 129 7-04.2 Materials ......................................................................................................... 129 7-04.2(1) Temporary Stormwater Diversion .............................................................. 129 7-04.3 Construction Requirements .............................................................................. 130 7-04.3(1) Cleaning and Testing ................................................................................ 130 7-04.3(1)G Abandon Existing Storm Sewer Pipes .................................................. 131 7-04.3(2) CCTV Inspection ...................................................................................... 131 7-04.3(3) Direct Pipe Connections .......................................................................... 132 7-05 MANHOLES, INLETS, AND CATCH BASINS .............................................................. 132 7-05.2 Materials ......................................................................................................... 132 7-05.3 Construction Requirements ............................................................................. 132 7-05.3(1) Adjusting Manholes and Catch Basins to Grade ........................................ 132 7-05.3(2) Abandon Existing Catch Basins and Manholes .......................................... 134 7-05.3(2)A Abandon Existing Storm Drain and Sanitary Sewer Pipe ....................... 134 7-05.3(3) Connections to Existing Manholes ............................................................ 134 7-05.3(4) Drop Manhole Connection ....................................................................... 135 7-05.3(5) Manhole Coatings .................................................................................... 135 7-08 GENERAL PIPE INSTALLATION REQUIREMENTS ...................................................... 135 7-08.3 Construction Requirements ............................................................................. 135 7-08.3(1) Excavation and Preparation of Trench ....................................................... 135 7-08.3(1)A Trenches ............................................................................................ 135 7-08.3(1)C Bedding the Pipe ................................................................................ 136 7-08.3(1)D Pipe Foundation ................................................................................. 137 7-08.3(2) Laying Pipe ............................................................................................... 137 7-08.3(2)A Survey Line and Grade ........................................................................ 137 7-08.3(2)B Pipe Laying – General ......................................................................... 137 7-08.3(2)E Rubber Gasketed Joints ...................................................................... 139 7-08.3(2)H Sewer Line Connections .................................................................... 139 7-08.3(2)J Placing PVC Pipe ............................................................................... 139 7-08.3(3) Backfilling................................................................................................ 140 7-08.3(3)A Backfilling Pipe Trenches .................................................................... 140 7-09 WATER MAINS ....................................................................................................... 140 7-09.1 Description....................................................................................................... 140 7-09.1(1) Definitions ............................................................................................. 140 7-09.1(1)A Trench Widths .................................................................................. 140 7-09.3 Construction Requirements .............................................................................. 141 7-09.3(5) Grade and Alignment .............................................................................. 141 7-09.3(15) Laying of Pipe on Curves .......................................................................... 141 7-09.3(15)A Ductile Iron Pipe ............................................................................... 141 7-09.3(15)B Polyvinyl Chloride (PVC) Pipe (4 inches and Over) .............................. 142 viii 7-09.3(17) Laying Ductile Iron Pipe with Polyethylene Encasement ........................... 142 7-09.3(19) Connections ........................................................................................... 142 7-09.3(19)A Connections to Existing Mains .......................................................... 142 7-09.3(21) Concrete Thrust Blocking and Dead-Man Block ....................................... 144 7-09.3(23) Hydrostatic Pressure Test ....................................................................... 145 7-09.3(24) Disinfection of Water Mains ..................................................................... 147 7-09.3(24)A Flushing and "Poly-pigging" ............................................................... 147 7-09.3(24)D Dry Calcium Hypochlorite ................................................................ 148 7-09.3(24)K Retention Period ............................................................................... 148 7-09.3(24)N Final Flushing and Testing ................................................................. 149 7-09.3(25) Abandonment of Existing Water Pipe ........................................................ 149 7-12 VALVES FOR WATER MAINS .................................................................................... 150 7-12.3 Construction Requirements .............................................................................. 150 7-12.3(1) Installation of Valve Marker Post ............................................................... 150 7-12.3(2) Adjust Existing Valve Box to Grade ............................................................. 150 7-14 HYDRANTS ............................................................................................................ 150 7-14.3 Construction Requirements .............................................................................. 150 7-14.3(1) Setting Hydrants ...................................................................................... 150 7-14.3(3) Resetting Existing Hydrants ...................................................................... 151 7-14.3(4) Moving Existing Hydrants .......................................................................... 151 7-14.3(7) Remove and Salvage Hydrant ................................................................... 152 7-14.3(8) Abandoned Valves ................................................................................... 152 7-14.3(9) Water Main-Cut and Cap .......................................................................... 152 7-15 SERVICE CONNECTIONS ....................................................................................... 153 7-15.3 Construction Details........................................................................................ 153 7-17 SANITARY SEWERS ................................................................................................ 153 7-17.2 Materials ......................................................................................................... 153 7-17.3 Construction Requirements ............................................................................. 154 7-17.3(1) Protection of Existing Sewerage Facilities .................................................. 154 7-17.3(1)A Temporary Sewer Bypass Systems ...................................................... 154 7-17.3(2) Cleaning and Testing .................................................................................. 155 7-17.3(2)H Television Inspection .......................................................................... 155 7-17.3(2)I Abandon Existing Sanitary Sewer Pipes................................................. 156 7-18 SIDE SEWERS ........................................................................................................ 157 7-18.2 Materials ......................................................................................................... 157 7-18.3 Construction Requirements ............................................................................. 157 7-18.3(5) End Pipe Marker ....................................................................................... 157 7-19 SEWER CLEANOUTS .............................................................................................. 157 7-19.3 Construction Requirements ............................................................................. 157 7-19.4 Measurement .................................................................................................. 157 7-20 PRE-INSTALLATION CLEANING AND INSPECTION OF SEWER LINES FOR CIPP ........ 158 7-20.1 Description ..................................................................................................... 158 7-20.2 Materials ......................................................................................................... 158 7-20.2(1) Equipment ............................................................................................... 158 7-20.3 Construction Requirements ............................................................................. 158 ix 7-20.3(1) Notification ............................................................................................. 158 7-20.3(2) Cleaning .................................................................................................. 158 7-20.3(3) Waste Material Disposal........................................................................... 159 7-20.3(4) CCTV Inspection ...................................................................................... 159 7-20.3(5) Lining Feasibility ...................................................................................... 160 7-20.3(6) Active/Inactive Lateral Assessments ........................................................ 161 7-21 GENERAL SPECIFICATIONS FOR CURED-IN-PLACE PIPE (CIPP) .............................. 162 7-21.1 Description ..................................................................................................... 162 7-21.1(1) Related Work Specified Elsewhere ........................................................... 162 7-21.1(2) Licensing ................................................................................................. 162 7-21.1(3) Contractor and Manufacturer Qualifications ............................................. 162 7-21.1(4) Contractor Submittals ............................................................................. 163 7-21.1(5) Quality Assurance .................................................................................... 165 7-21.1(6) Warranty .................................................................................................. 165 7-21.2 Materials ......................................................................................................... 166 7-21.2(1) Cured in Place Resin Impregnated Material in General ............................... 166 7-21.2(2) Resin ....................................................................................................... 168 7-21.2(3) Physical Properties .................................................................................. 168 7-21.2(4) End Seals ................................................................................................ 168 7-21.2(5) Lateral Seals ............................................................................................. 169 7-21.2(5)A General ............................................................................................... 169 7-21.2(5)B References .......................................................................................... 170 7-21.2(5)C Lateral Seal Materials .......................................................................... 170 7-21.2(5)C1 Non-woven fabric tube ................................................................... 170 7-21.2(5)C2 Resin ............................................................................................. 171 7-21.2(5)C3 Structural Requirements ................................................................ 172 7-21.3 Construction Requirements ............................................................................. 172 7-21.3(1) Preparation .............................................................................................. 172 7-21.3(1)A Flow Management .............................................................................. 173 7-21.3(1)B Cleaning ............................................................................................ 173 7-21.3(1)C Point Repairs ..................................................................................... 173 7-21.3(1)D Manholes .......................................................................................... 174 7-21.3(1)E Trimming Intruding Laterals ................................................................ 174 7-21.3(1)F Lateral Seal Preparation ...................................................................... 174 7-21.3(1)F1 General ........................................................................................ 174 7-21.3(1)F2 Preparation .................................................................................... 174 7-21.3(2) Liner Installation ...................................................................................... 176 7-21.3(2)A Inversion Method ............................................................................... 176 7-21.3(2)B Pull/Winch Method ............................................................................. 176 7-21.3(2)C Finished Pipe Liner ............................................................................. 176 7-21.3(2)D Lateral Seal Installation ...................................................................... 177 7-21.3(3) Service Connection Restoration ............................................................... 178 7-21.3(4) Testing ..................................................................................................... 178 7-21.3(4)A Field Testing ....................................................................................... 178 7-21.3(4)B Post Installation CCTV Inspection ....................................................... 178 7-22 RESIN IMPREGNATED FABRIC CIPP ........................................................................ 179 7-22.1 Description ..................................................................................................... 179 x 7-22.1(1) Related Work Specified Elsewhere ........................................................... 179 7-22.2 Materials ......................................................................................................... 179 7-22.2(1) Cured in Place Pipe Liner .......................................................................... 179 7-22.2(2) Resin ....................................................................................................... 179 7-22.2(3) Physical Properties .................................................................................. 179 7-22.2(4) Material Testing ........................................................................................ 179 7-22.3 Construction Requirements ............................................................................. 180 7-22.3(1) Preparation .............................................................................................. 180 7-22.3(1)A Cleaning ............................................................................................ 180 7-22.3(2) Installation .............................................................................................. 180 7-22.3(2)A Resin Impregnation ............................................................................ 180 7-22.3(2)B Water, Air or Steam Curing .................................................................. 181 7-22.3(2)C Cool Down ........................................................................................ 181 7-23 RESIN IMPREGNATED FIBERGLASS CIPP ................................................................ 181 7-23.1 Description.................................................................................................. 181 7-23.1(1) Related Work Specified Elsewhere ........................................................ 182 7-23.1(2) Reference Specifications, Codes, and Standards .................................. 182 7-23.1(3) CIPP Liner Samples .............................................................................. 182 7-23.1(4) CIPP Liner Handling .............................................................................. 183 7-23.2 Materials ..................................................................................................... 183 7-23.2(1) General Specifications ......................................................................... 183 7-23.2(2) Chemical Resistance ........................................................................... 183 7-23.2(3) Component Properties ......................................................................... 183 7-23.2(4) Finished and Cured CIPP Liner Properties ............................................. 184 7-23.2(5) Dimensions ......................................................................................... 184 7-23.3 Construction Requirements ......................................................................... 184 7-23.3(1) Installation Procedures ........................................................................ 184 7-23.3(1)A Installation Process ........................................................................ 184 7-23.3(1)B Curing ............................................................................................ 184 DIVISION 8 MISCELLANEOUS CONSTRUCTION ........................................................... 186 8-01.3(8) Street Cleaning ........................................................................................ 186 8-01.3(9) Sediment Control Barriers ........................................................................ 186 8-01.3(9)D Inlet Protection .................................................................................. 186 8-01.3(17) Protection of Existing Trees and Shrubs ................................................... 186 8-02 ROADSIDE RESTORATION ...................................................................................... 187 8-02.3 Construction Requirements .............................................................................. 187 8-02.3(1) Responsibility During Construction .......................................................... 187 8-02.3(4) Topsoil ...................................................................................................... 187 8-02.3(4)A Topsoil Type A .................................................................................... 187 8-02.3(5) Roadside Seeding, Lawn and Planting Area Preparation .............................. 188 8-02.3(5)B Lawn Area Preparation ..................................................................... 188 8-02.3(10) Lawn Installation ................................................................................... 188 8-02.3(10)B Lawn Seeding and Sodding ............................................................. 188 8-02.3(10)C Lawn Establishment ..................................................................... 188 8-02.3(10)E Qualifications of Workmen ............................................................ 190 8-02.3(10)F Submittals ..................................................................................... 190 xi 8-02.3(10)G Product Handling ......................................................................... 190 8-02.3(10)H Site Information ............................................................................ 191 8-02.3(10)I Other Materials .............................................................................. 191 8-02.3(10)J Execution ...................................................................................... 191 8-02.3(17) Protection of Private Property and Property Restoration ....................... 191 8-04 CURBS, GUTTERS, AND SPILLWAYS ........................................................................ 192 8-04.1 Description ..................................................................................................... 192 8-04.3 Construction Requirements ............................................................................. 192 8-04.3(1) Cement Concrete Curbs, Gutters, and Spillways ........................................ 192 8-04.3(3) Panting of Curbs ...................................................................................... 192 8-06 CEMENT CONCRETE DRIVEWAY ENTRANCES ........................................................ 193 8-06.1 Description ..................................................................................................... 193 8-06.2 Materials ......................................................................................................... 193 8-06.3 Construction Requirements ............................................................................ 193 8-14 CEMENT CONCRETE SIDEWALKS ........................................................................... 193 8-14.2 Materials .......................................................................................................... 193 8-14.3 Construction Requirements .............................................................................. 194 8-14.3(4) Curing ..................................................................................................... 195 8-18 MAILBOX SUPPORT ................................................................................................ 196 8-18.3 Construction Requirements ............................................................................. 196 8-22 PAVEMENT MARKING ............................................................................................. 196 8-22.1 Description ..................................................................................................... 196 8-22.2 Materials ......................................................................................................... 196 8-22.3 Construction Requirements ............................................................................. 197 8-22.3(5) Installation Instructions ........................................................................... 197 8-22.3(6) Removal of Pavement Markings ................................................................ 197 DIVISION 9 MATERIALS .............................................................................................. 198 9-03 AGGREGATES ........................................................................................................ 198 9-03.8 Aggregates for Hot Mix Asphalt ......................................................................... 198 9-03.8(7) HMA Tolerances, Specification Limits and Adjustments............................. 198 9-03.9 Aggregates for Ballast and Crushed Surfacing .................................................... 199 9-03.9(2) Permeable Ballast .................................................................................. 199 9-03.12 Gravel Backfill ............................................................................................... 200 9-03.12(6) Underdrain Aggregate ............................................................................. 200 9-03.22 Cement-based Grout for Abandoning Existing Utilities .................................... 200 9-05 DRAINAGE STRUCTURES AND CULVERTS ............................................................... 201 9-05.2 Underdrain Pipe .............................................................................................. 201 9-05.2(9) Slotted PVC Underdrain Pipe .................................................................... 201 9-05.4 Steel Culvert Pipe and Pipe Arch ...................................................................... 201 9-05.7 Concrete Storm Sewer Pipe............................................................................... 201 9-05.7(2) Reinforced Concrete Storm Sewer Pipe .................................................... 201 9-05.7(2)A Basis for Acceptance.......................................................................... 201 9-05.7(3) Concrete Storm Sewer Pipe Joints ............................................................ 202 9-05.7(4) Testing Concrete Storm Sewer Pipe Joints ................................................. 202 xii 9-05.9 Steel Spiral Rib Storm Sewer Pipe .................................................................... 202 9-05.12 Polyvinyl Chloride (PVC) Pipe ........................................................................... 203 9-05.12 (1) Solid Wall PVC Culvert Pipe, Solid Wall PVC Storm Sewer Pipe, and Solid Wall PVC Sanitary Sewer Pipe................................................................................... 203 9-05.13 Ductile Iron Sewer Pipe .................................................................................. 203 9-05.13(1) Ductile Iron Pipe Casing ......................................................................... 203 9-05.14 ABS Composite Sewer Pipe ............................................................................ 203 9-05.17 Aluminum Spiral Rib Storm Sewer Pipe........................................................... 204 9-05.20 Corrugated Polyethylene Storm Sewer Pipe, Couplings, and Fittings ................ 204 9-05.20(1) Description ............................................................................................ 204 9-05.20(2) Pipe Material and Fabrication ................................................................. 204 9-05.20(3) Fittings and Gaskets ............................................................................... 204 9-05.20(4) Installation ............................................................................................ 204 9-05.23 High Density Polyethylene Piping.................................................................... 205 9-05.52 Dense Foam .................................................................................................. 205 9-08 PAINTS AND RELATED MATERIALS .......................................................................... 205 9-08.9 Manhole Coating System Products................................................................... 205 9-08.9(1) Coating Systems Specification ................................................................. 205 9-14.2(1)a Compost Procurement .......................................................................... 206 9-14.2(1)b Topsoil Type A (Compost Amended Planting Soil) ................................... 206 9-23 CONCRETE CURING MATERIALS, BONDING AGENTS, AND ADMIXTURES ................ 209 9-23.9 Fly Ash (RC) ..................................................................................................... 209 9-30 WATER DISTRIBUTION MATERIALS .......................................................................... 209 9-30.1 Pipe ................................................................................................................ 209 9-30.1(2) Polyethylene Encasement ........................................................................ 209 9-30.2 Fittings ............................................................................................................ 210 9-30.2(1) Ductile Iron Pipe ...................................................................................... 210 9-30.2(2) Galvanized Iron Pipe ................................................................................ 211 9-30.2(3) Steel Casing Pipe ..................................................................................... 211 9-30.2(4)C Spacers and Seals for Casing Pipe ......................................................... 211 9-30.2(6) Restrained Joint Pipe and Fittings ............................................................. 212 9-30.2(7) Bolted, Sleeve-Type Couplings for Plain End Pipe ...................................... 214 9-30.3 Valves ............................................................................................................. 215 9-30.3(1) Gate Valves (3 inches to 16 inches) ........................................................... 215 9-30.3(3) Butterfly Valves ........................................................................................ 215 9-30.3(4) Valve Boxes ............................................................................................. 216 9-30.3(5) Valve Marker Posts ................................................................................... 216 9-30.3(6) Valve Stem Extensions ............................................................................. 216 9-30.3(7) Combination Air Release/Air Vacuum Valves ............................................. 216 9-30.3(8) Tapping Sleeve and Valve Assembly .......................................................... 217 9-30.3(9) Blow-Off Assembly .................................................................................. 217 9-30.5 Hydrants ......................................................................................................... 217 9-30.5(1) End Connections ..................................................................................... 217 9-30.5(2) Hydrant Dimensions ................................................................................ 217 9-30.5(4) Hydrant Restraints ................................................................................... 218 9-30.6 Water Service Connections (2 Inches and Smaller) ........................................... 218 xiii 9-30.6(1) Saddles ................................................................................................... 218 9-30.6(2) Corporation Stops.................................................................................... 218 9-30.6(3) Service Pipes ........................................................................................... 218 9-30.6(3)B Polyethylene Tubing ........................................................................... 218 9-30.6(3)C PEX-a Tubing ...................................................................................... 219 9-30.6(4) Service Fittings ........................................................................................ 219 9-30.6(5) Meter Setters ........................................................................................... 219 9-30.6(7) Meter Boxes ............................................................................................. 219 DIVISION 10 MEASUREMENT AND PAYMENT SCHEDULE .............................................. 220 10-01 Payment Schedule................................................................................................ 220 10-01.1 Scope ........................................................................................................... 220 10-01.2 Bid Items ....................................................................................................... 221 10-01.2(A) Schedule A Bid Items – General ............................................................... 222 Bid Item A1 – Mobilization & Demobilization – Lump Sum ...................................... 222 Bid Item A2 – Temporary Traffic Control – Lump Sum .............................................. 222 Bid Item A3 – Apprentice Utilization Incentive/Penalty– Calculated ........................ 222 10-01.2(B) Schedule B & C Bid Items – Wastewater & Stormwater .............................. 223 Bid Items B1 & C1 – Pre-Installation Cleaning and Inspection – Linear Foot............. 223 Bid Items B2 – Deep Clean of Lateral – Each .......................................................... 223 Bid Item B3 – Furnish and Install Short-Range (1–2 Foot) Lateral Seal – Each ........... 223 Bid Item B4 – Furnish and Install 6” Cured-in-Place Pipe – Linear Foot .................... 224 Bid Item B5 – Furnish and Install 8” Cured-in-Place Pipe – Linear Foot .................... 224 Bid Item B6 – Furnish and Install 10” Cured-in-Place Pipe – Linear Foot ................. 224 Bid Item C2 – Furnish and Install 12” Cured-in-Place Pipe – Linear Foot ................. 225 Bid Item B7 & C3 – Furnish and Install 15” Cured-in-Place Pipe – Linear Foot .......... 225 Bid Item C4 – Furnish and Install 24” Cured-in-Place Pipe – Linear Foot .................. 225 Bid Item B8 & C5 – Lateral Reinstatement – Each ................................................... 226 Bid Item B9 & C6– Trim Intruding Laterals – Each ................................................... 226 Bid Item B10 & C7 – Point Repair – Each ................................................................ 226 Bid Item B11 & C8 – Post Installation Inspection – Linear Foot ................................ 227 Bid Item B12 & C9 – CIPP Performance Testing and Analysis – Each ........................ 227 Bid Item B13 & C10 – Minor Changes – Estimated .................................................. 227 1 INTRODUCTION TO THE SPECIAL PROVISIONS (January 4, 2024 APWA GSP, Option A) The work on this project shall be accomplished in accordance with the Standard Specifications for Road, Bridge and Municipal Construction, 2026 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 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) (May 1, 2013 Renton GSP) Agency Special Provision Project-specific special provisions are labeled without a date as such: (CC, PSP) Also incorporated into the Contract Documents by reference are: • Manual on Uniform Traffic Control Devices for Streets and Highways, currently adopted edition, with Washington State modifications, if any • Standard Plans for Road, Bridge and Municipal Construction, WSDOT/APWA, current edition • City of Renton Standard Plans, City of Renton Public Works Department . • Public Rights-Of-Way Accessibility Guidelines (PROWAG), current edition. Contractor shall obtain copies of these publications, at Contractor’s own expense. 2 DIVISION 1 GENERAL REQUIREMENTS 1-01 DEFINITIONS AND TERMS 1-01.3 Definitions (January 19, 2022 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 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 or WSDOT General Special Provisions, to the terms “Department of Transportation”, “Washington State Transportation Commission”, 3 “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. 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. 4 Traffic Both vehicular and non-vehicular traffic, such as pedestrians, bicyclists, wheelchairs, and equestrian traffic. 5 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 (February 17, 2026 APWA GSP, Option A) 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 (CC, PSP) 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 CIPP Table (8x11) and Site Map (11x17) 4 Furnished automatically upon award. Contract Provisions 4 Furnished automatically upon award. 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. 1-02.4 Examination of Plans, Specifications, and Site of Work 1-02.4(1) General (December 30, 2022 APWA GSP, Option B) The first sentence of the ninth paragraph, beginning with “Prospective Bidder desiring…”, is revised to read: Prospective Bidders desiring an explanation or interpretation of the Bid Documents, shall request the explanation or interpretation in writing by close of business 4 business days preceding the bid opening to allow a written reply to reach all prospective Bidders before the submission of their Bids. Section 1-02.4(1) is supplemented with the following: 6 (March 31, 2025, Renton GSP) Questions received in less than 4 days prior to the date of sealed bid submittal may not be answered. The City will not be responsible for other explanations or interpretations of the bid documents. 1-02.5 Proposal Forms (February 17, 2026 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. Bids shall be in legible figures (not words) written in ink or typed and expressed in U.S. dollars. 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 (February 17, 2026 APWA GSP, Option C) The first sentence of the second paragraph is revised to read as follows: All prices shall be in legible figures (not words) written in ink or typed, and expressed in U.S. dollars. 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. 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 ineligib le for Award. A Contractor Certification of Wage Law Compliance form is included in the Proposal Forms. 7 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 bid by a joint venture shall be executed in the joint venture name and signed by a member of the joint venture. Subcontractor’s List (February 17, 2026 APWA GSP, Option A) Revise the fourth paragraph to read: Subcontractor’s List The Bidder shall submit with the Bid the completed Subcontractor List included in the Contracting Agency Proposal Package. If a Subcontractor List Form is not included in the package, use DOT Form 271-015. The Form shall contain the following: 1. Subcontractors who will perform the Work of structural steel installation, rebar installation, heating, ventilation, air conditioning, and plumbing as described in RCW 18.106 and electrical as described in RCW 19.28, 2. The Work those subcontractors will perform on the Contract and the proof of license when required as described in RCW 39.04.350(1), and 3. No more than one subcontractor for each category of Work identified, except, when subcontractors vary with Bid alternates, in which case the Bidder shall identify which subcontractor will be used for which alternate. 1-02.7 Bid Deposit (February 17, 2026 APWA GSP) Revise the third sentence of the first paragraph to read: For projects that are selected by the Contracting Agency to be Bid electronically, the proposal bond may be in either a physical format, or an electronic format. 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; 8 4. The amount of the bid bond stated either as a dollar figure or as a percentage which represents five percent of the maximum bid amount that could be awarded; 5. Signature of the bidder’s officer empowered to sign official statements. The signature of the person authorized to submit the bid should agree with the signature on the bond, and the title of the person must accompany 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 (November 21, 2025 APWA GSP, Option A) Delete this section and replace it with the following: GENERAL 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 deliv ery. 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” that is received after the time specified, 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. Supplemental bid information submitted after the Proposal submittal but within 48 hours of the time and date the Proposal is due, shall be submitted in a sealed envelope labeled the same as for the Proposal, with “Supplemental Information” added. All other information required to be submitted with the Bid Proposal must be submitted with the Bid Proposal itself, at the time stated in the Call for Bids. 9 1-02.10 Withdrawing, Revising, or Supplementing Proposal (February 17, 2026 APWA GSP) Delete this section, and replace it with the following: After submitting a physical or an electronic bid, if allowed under 1-02.9, 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, if a physical Bid Proposal was submitted, or recalled electronically via electronic method described in 1-02.9 if an electronic Bid Proposal was submitted, 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 before the time set for receipt of Bid Proposals, then its bid shall be considered withdrawn. Late revised or supplemented Bid Proposals or late withdrawal requests will be date recorded by the Contracting Agency and returned unopened. Requests to withdraw, revise, or supplement a Bid Proposal may be submitted by the following methods: 1. In person 1-02.12 Public Opening of Proposals (March 31, 2025, Renton GSP) Section 1-02.12 is supplemented with the following: The Contracting Agency reserves the right to postpone the date and time for bid opening. Notification to bidder will be by addenda. Only those contractors found on the Builders Exchange of Washington, Inc “Self-Registered Bidders List” will be notified. The addenda will be posted on Builders Exchange of Washington, Inc. 10 1-02.13 Irregular Proposals (November 21, 2025 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 Bidder adds provisions reserving the right to reject or accept the Award, or enter into the Contract; c. A price per unit cannot be determined from the Bid Proposal; d. The Proposal form is not properly executed; e. The Bidder fails to submit or properly complete a subcontractor list as required in Section 1-02.6; f. The Bidder fails to submit the Bidder Questionnaire, if applicable, as required by Section 1-02.6, or if the documentation that is submitted fails to meet the requirements of the Special Provisions; or g. The Bid Proposal does not constitute a definite and unqualified offer to meet the material terms of the Bid invitation. 2. A Proposal may be considered irregular and may be rejected if: a. The Proposal does not include a unit price for every Bid item; b. Any of the unit prices are excessively unbalanced (either above or below the amount of a reasonable Bid) to the potential detriment of the Contracting Agency; c. The authorized Proposal Form furnished by the Contracting Agency is not used or is altered; d. The completed Proposal form contains unauthorized additions, deletions, alternate Bids, or conditions; e. Receipt of Addenda is not acknowledged; f. A member of a joint venture or partnership and the joint venture or partnership submit Proposals for the same project (in such an instance, both Bids may be rejected); or g. If Proposal form entries are not made in ink. 1-02.14 Disqualification of Bidders (September 30, 2025, Renton GSP) Supplement this section 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. 11 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. 1-03 AWARD AND EXECUTION OF CONTRACT 1-03.1 Consideration of Bids (December 30, 2022 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. (March 31, 2025, Renton GSP) Section 1-03.1 is supplemented with the following: All bids will be based on total sum of all schedules of prices. No partial bids will be accepted unless so stated in the call for bids or special provisions. The City reserves the right to award all or any schedule of a bid to the lowest bidder at its discretion. 1-03.2 Award of Contract (March 31, 2025, Renton GSP) Section 1-03.2 is supplemented with the following: 12 The Contract, bond form, and all other forms requiring execution, together with a list of all other forms or documents required to be submitted by the successful bidder, will be forwarded to the successful bidder within 10 days of the award. The number of copies to be executed by the Contractor shall be determined by the Contracting Agency. 1-03.3 Execution of Contract (February 17, 2026 APWA GSP, Option A) Revise this section to read: 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, a satisfactory bond as required by law and Section 1-03.4, the Transfer of Coverage form for the Construction Stormwater General Permit with sections I, III, and VIII completed when provided. Before execution of the Contract by the Contracting Agency, the successful Bidder shall provide, if required, any of the following: pre-Award information required by the Contracting Agency as listed under Section 1-02.15, proof of licensure for electrical, HVAC, or plumbing subcontractors. If the Prime Contractor lists themselves as performing electrical, HVAC, or plumbing they are required to submit proof of licensure prior to execution. 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 10 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: 13 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; 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 auth ority 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). 1-03.7 Judicial Review (December 30, 2022 APWA GSP) Revise this section to read: All decisions made by the Contracting Agency regarding the Award and execution of the Contract or Bid rejection shall be conclusive subject to the scope of judicial review permitted under Washington Law. Such review, if any, shall be timely filed in the Superior Court of 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. 14 1-04 SCOPE OF WORK 1-04.2 Coordination of Contract Documents, Plans, Special Provisions Specifications, and Addenda (CC, PSP) 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): 2. Change Orders after the contract is executed 3. Addenda 4. Proposal Form 5. Renton Project Special Provisions 6. Renton General Special Provisions 7. CIPP Table (8x11) 8. City of Renton Standard Plans and Details 9. WSDOT/APWA Standard Specifications for Road, Bridge and Municipal Construction 10. WSDOT/APWA 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. 1-04.6 Variation in Estimated Quantities (CC, PSP) Supplement this section with the following: The quantities for Point Repairs have been entered into the Proposal only to provide a common proposal for bidders. Actual quantities will be determined in the field as the work progresses, and will be paid at the original bid price, regardless of final quantity. These bid items shall not be subject to the provisions of 1-04.6 of the Standard Specifications. 1-04.8 Progress Estimates and Payments (March 31, 2025, Renton GSP) Section 1-04.8 is supplemented as follows: 15 The Contractor is encouraged to provide to the Engineer prior to progress payments an estimate of “Lump Sum” Work accomplished to date. The Engineer's calculations and decisions shall be final in regard to the actual percentage of any lump sum pay item accomplished and eligible for payment unless another specific method of calculating lump sum payments is provided elsewhere in the Specifications. 1-04.11 Final Cleanup (March 31, 2025, Renton GSP) Section 1-04.11 is supplemented as follows: All salvage material as noted on the Plans and taken from any of the discarded facilities shall, at the Engineer's discretion, be carefully salvaged and delivered to the City shops. Any cost incurred in salvaging and delivering such items shall be considered incidental to the project and no compensation will be made. The Contract price for "Finish and Cleanup, Lump Sum," shall be full compensation for all Work, equipment and materials required to perform final cleanup. If this pay item does not appear in the Contract Documents, then final cleanup shall be considered incidental to the Contract and to other pay item and no further compensation shall be made. 1-04.12 Contractor-Discovered Discrepancies (March 31, 2025, Renton GSP) Section 1-04.12 is a new section: Upon receipt of award of contract, the Contractor shall carefully study and compare all the components of the Contract Documents and other instructions, and check and verify all field measurements. The Contractor shall, prior to ordering material or performing Work, report in writing to the Engineer any error, inconsistency, or omission in respect to design or mode of construction, which is discovered. If the Contractor, in the course of this study or in the accomplishment of the Work, finds any discrepancy between the Plans and the physical condition of the locality as represented in the Plans, or any such errors or omissions in respect to design or mode of construction in the Plans or in the layout as given by points and instructions, it shall be the Contractor’s duty to inform the Engineer immediately in writing, and the Engineer will promptly check the same. Any Work done after such discovery, until correction of Plans or authorization of extra Work is given, if the Engineer finds that extra Work is involved, will be done at the Contractor's risk. If extra Work is involved, the procedure shall be as provided in Section 1-04.4 of the Standard Specifications. 16 1-05 CONTROL OF WORK 1-05.4 Conformity with and Deviation from Plans and Stakes (March 31, 2025, Renton GSP) Section 1-05.4 is supplemented with the following: If the project calls for the Contractor supplied surveying, the Contractor shall provide all required survey Work, including such Work as mentioned in Sections 1-05, 1-11 and elsewhere in these Specifications as being provided by the Engineer. All costs for this survey Work shall be included in "Contractor Supplied Surveying," per lump sum. The Engineer or the Contractor supplied surveyor will provide construction stakes and marks establishing lines, slopes, and grades as stipulated herein and will perform such Work per Section 1-11. The Contractor shall assume full responsibility for detailed dimensions, elevations, and excavation slopes measured from the Engineer or the Contractor supplied surveyor furnished stakes and marks. The Contractor shall provide a work site, which has been prepared to permit construction staking to proceed in a safe and orderly manner. The Contractor shall keep the Engineer, or the Contractor supplied surveyor informed of staking requirements and provide at least 48-hour notice to allow the Engineer or the Contractor supplied surveyor adequate time for setting stakes. The Contractor shall carefully preserve stakes, marks, and other reference points, including existing monumentation, set by Contracting Agency forces. The Contractor will be charged for the costs of replacing stakes, markers and monumentation that were not to be disturbed but were destroyed or damaged by the Contractor's operations. This charge will be deducted from monies due or to become due to the Contractor. Any claim by the Contractor for extra compensation by reason of alterations or reconstruction Work allegedly due to error in the Engineer's line and grade, will not be allowed unless the original control points set by the Engineer still exist, or unless other satisfactory substantiating evidence to prove the error was furnished by the Engineer. Three consecutive points set on line or grade shall be the minimum points used to determine any variation from a straight line or grade. Any such variation shall, upon discovery, be reported to the Engineer. In the absence of such report the Contractor shall be liable for any error in alignment or grade. The Contractor shall provide all surveys required other than those to be performed by the Engineer. All survey Work shall be done in accordance with Section 1-11 Surveying Standards of these Specifications. The Contractor shall keep updated survey field notes in a standard field book and in a format set by the Engineer, per Section 1-11.1(4). These field notes shall include all survey Work performed by the Contractor's surveyor in establishing line, grade and slopes for the construction Work. Copies of these field notes shall be provided to the Engineer upon request and upon completion of the Contract Work the field book or books shall be submitted to the Engineer and become the property of the Contracting Agency. If the survey Work provided by the Contractor does not meet the standards of the Engineer, then 17 the Contractor shall, upon the Engineer's written request, remove the individual or individuals doing the survey Work and the survey Work will be completed by the Engineer at the Contractor's expense. Costs for completing the survey Work required by the Engineer will be deducted from monies due or to become due the Contractor. All costs for survey Work required to be performed by the Contractor shall be included in the prices bid for the various items which comprise the improvement or be included in the bid item for "Contractor Supplied Surveying" per lump sum if that item is in cluded in the contracts. 1-05.4(1) Contractor Supplied Surveying (March 31, 2025, Renton GSP) Section 1-05.4(1) is a new section: When the Contract provides for Contractor Supplied Surveying, the Contractor shall supply the survey Work required for the project. The Contractor shall retain as a part of the Contractor Organization an experienced team of surveyors under the direct supe rvision of a professional land surveyor licensed by the State of Washington. All survey Work shall be done in accordance with Sections 1-05.4 and 1-11. The Contractor and/or the Surveyor shall inform the Engineer in writing of any errors, discrepancies, and omissions to the Plans that prevent the Contractor and/or the Surveyor from constructing the project in a manner satisfactory to the Engineer. All er rors, discrepancies, and omissions must be corrected to the satisfaction of the Engineer before the survey Work may be continued. The Contractor shall coordinate his Work with the Surveyor and perform his operations in a manner to protect all survey stakes from harm. The Contractor shall inform the Surveyor of the Contractor's intent to remove any survey stakes and/or points before physically removing them. The Surveyor shall be responsible for maintaining As -Built records for the project. The Contractor shall coordinate his operations and assist the Surveyor in maintaining accurate As - Built records for the project. If the Contractor and the Surveyor fail to provide, as directed by the Engineer and/or these Plans and Specifications, accurate As-Built records and other Work the Engineer deems necessary, the Engineer may elect to provide at Contractor expense, a surveyor to provide all As-Built records and other Work as directed by the Engineer. The Engineer shall deduct expenses incurred by the Engineer-supplied surveying from monies owed to the Contractor. Payment per Section 1-04.1 for all Work and materials required for the full and complete survey Work required to complete the project and As -Built drawings shall be included in the lump sum price for "Construction Surveying, Staking, and As-Built Drawings." 1-05.4(2) Contractor Provided As-Built Information (March 31, 2025, Renton GSP) Section 1-05.4(2) is a new section: 18 It shall be the Contractors responsibility to record the location prior to the backfilling of the trenches, by centerline station, offset, and depth below pavement, of all existing utilities uncovered or crossed during his Work as covered under this project. It shall be the Contractor’s responsibility to have his Surveyor locate each major item of Work done under this contract per the survey standard of Section 1-11. Major items of Work shall include but not be limited to: Manholes, Catch basins and Inlets, Valves, Vertical and Horizontal Bends, Junction Boxes, Cleanouts, Side Sewers, Storm Drain Laterals, Street Lights & Standards, Hydrants, Major Changes in Design Grade, Vaults, Culverts, Signal Poles, and Electrical Cabinets. After the completion of the Work covered by this contract, the Contractor’s Surveyor shall provide to the City the hard covered field book(s) containing the as-built notes and one set of white prints of the project drawings upon which he has plotted the no tes of the Contractor locating existing utilities, and one set of white prints of the project drawings upon which he has plotted the as - built location of the new Work as he recorded in the field book(s). This drawing shall bear the Surveyor’s seal and signature certifying its accuracy. All costs for as-built Work shall be included in the Contract item "Construction Surveying, Staking, and As-Built Drawings", lump sum. 1-05.7 Nonconforming Work (March 31, 2026, Renton GSP) Section 1-05.7 is supplemented as follows: Upon written notice from the Engineer, the Contractor shall promptly replace and re-execute Work by Contractor forces, in accordance with the intent of the Contract and without expense to the Contracting Agency, and shall bear the expense of making good all Work of other contractors destroyed or damaged by such removal or replacement. If the Contractor does not remove such condemned Work and materials and commence re - execution of the Work within 7 calendar days of written notice from the Engineer, or fails to perform any part of the Work required by the Contract Documents, the Contracting Agency may correct and remedy such Work as may be identified in the written notice, with Contracting Agency forces or by such other means as the Contracting Agency may deem necessary. In that case, the Contracting Agency may store removed material. Direct or indirect costs incurred by the Contracting Agency attributable to correcting and remedying defective or unauthorized Work, or Work the Contractor failed or refused to perform, shall be paid by the Contractor. Payment will be deducted by the Engi neer from monies due, or to become due, the Contractor. Such direct and indirect costs shall include in particular, but without limitation, compensation for additional professional services required, and costs for repair and replacement of Work of others destroyed or damaged by correction, removal, or replacement of the Contractor’s unauthorized Work. If sufficient funds do not remain in the Contract and the Contractor does not pay the cost of such removal and storage within 10 calendar days from the date of the notice to the Contractor of the 19 fact of such removal, the Contracting Agency may, upon an additional 10 calendar days written notice, sell such materials at public or private sale, and deduct all costs and expenses incurred from monies due to the Contractor, including costs of sale, and accounting to Contractor for the net proceeds remaining. The Contracting Agency may bid at any such sale. The Contractor shall be liable to the Contracting Agency for the amount of any deficiency from any funds otherwise due the Contractor. If the Contractor fails to comply with a written order to remedy what the Engineer determines to be an emergency situation, the Engineer may have the defective and unauthorized Work corrected immediately, have the rejected Work removed and replaced, or hav e Work the Contractor refuses to perform completed by using Contracting Agency or other forces. An emergency situation is any situation when, in the opinion of the Engineer, a delay in its remedy could be potentially unsafe, or might cause serious risk of loss or damage to the public, the Property Owner and the Property Owner’s property. No adjustment in contract time or compensation will be allowed because of the delay in the performance of the Work attributable to the exercise of the Contracting Agency’s rights provided by this section. The rights exercised under the provisions of this section shall not diminish the Contracting Agency’s right to pursue any other avenue for additional remedy or damages with respect to the Contractor’s failure to perform the Work as required. 1-05.10 Guarantees (March 31, 2025, Renton GSP) Section 1-05.10 is supplemented as follows: If within one year after the Acceptance Date of the Work by the Contracting Agency, defective and/or unauthorized Work is discovered, the Contractor shall promptly, upon written order by the Contracting Agency, return and in accordance with the Engineer’s instructions, either correct such Work, or if such Work has been rejected by the Engineer, remove it from the project site and replace it with non-defective and authorized Work, all without cost to the Contracting Agency. If the Contractor does not promptly comply with the written order to correct defective and/or unauthorized Work, or if an emergency exists, the Contracting Agency reserves the right to have defective and/or unauthorized Work corrected or removed and replaced pursuant to Section 1- 05.7 “Removal of Defective and/or Unauthorized Work.” The Contractor agrees the above one year limitation shall not exclude or diminish the Contracting Agency’s rights under any law to obtain damages and recover costs resulting from defective and/or unauthorized Work discovered after one year but prior to the expiration of the legal time period set forth in RCW 4.16.040 limiting actions upon a contract in writing, or liability expressed of implied arising out of a written agreement. The Contractor shall warrant good title to all materials, supplies, and equipment purchased for, or incorporated in the Work. Nothing contained in this paragraph, however, shall defeat or impair the right of persons furnishing materials or labor, to recover under any bond given by the Contractor for their protection, or any rights under any law permitting such persons to look to funds due the Contractor in the hands of the Contracting Agency. 20 The provisions of this paragraph shall be inserted in all subcontracts and material contracts and notice of its provisions shall be given to all persons furnishing materials for the Work when no formal contract is entered into for such materials. 1-05.11 Final Inspection 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. 21 If action to correct the listed deficiencies is not initiated within 7 days after receipt of the written notice listing the deficiencies, the Engineer may, upon written notice to the Contractor, take whatever steps are necessary to correct those deficiencies pursuant to Section 1-05.7. 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 sig nal 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 p roposal. Operational and test periods, when required by the Engineer, shall not affect a manufacturer’s guaranties or warranties furnished under the terms of the contract. 1-05.12 Final Acceptance (March 31, 2025, Renton GSP) The third and fourth sentences in paragraph 1 are deleted and replaced with: The Final Acceptance date shall be that date in which the Renton City Council formally approves acceptance of the work. Before the final acceptance of the work, the contractor must submit the Final Payment Voucher provided by the City. 22 1-05.13 Superintendents, Labor, and Equipment of Contractor (August 14, 2013 APWA GSP) Delete the sixth and seventh paragraphs of this section. 1-05.14 Cooperation with Other Contractors (March 31, 2026, Renton GSP) Section 1-05.14 is supplemented as follows: The Contractor shall afford the Contracting Agency and other contractors working in the area reasonable opportunity for the introduction and storage of their materials and the execution of their respective Work and shall properly connect and coordinate the Contractor’s Work with theirs. Other utilities, districts, agencies, and contractors who may be working within the project area are: 1. Puget Sound Energy (gas and electric) 2. AT&T Broadband 3. CenturyLink 4. City of Renton (water, sewer, storm, transportation) 5. Comcast 6. Seattle Public Utilities 7. Private contractors employed by adjacent property owners The Contractor shall coordinate with City of Renton on tying into any existing electrical service cabinet. 1-05.15 Method of Serving Notices (January 4, 2024 APWA GSP) Revise the second paragraph to read: All correspondence from the Contractor shall be served and directed to the Engineer. All correspondence from the Contractor constituting any notification, notice of protest, notice of dispute, or other correspondence constituting notification required to be furnished under the Contract, must be written in paper format, hand delivered or sent via certified mail delivery service with return receipt requested to the 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. 1-05.16 Water and Power (October 1, 2005 APWA GSP) Section 1-05.16 is a new section: 23 The Contractor shall make necessary arrangements, and shall bear the costs for power and water necessary for the performance of the work, unless the contract includes power and water as a pay item. 1-05.17 Oral Agreements (March 31, 2025, Renton GSP) Section 1-05.17 is a new section: No oral agreement or conversation with any officer, agent, or employee of the Contracting Agency, either before or after execution of the Contract, shall affect or modify any of the terms or obligations contained in any of the documents comprising the Contract. Such oral agreement or conversation shall be considered as unofficial information and in no way binding upon the Contracting Agency, unless subsequently put in writing and signed by the Contracting Agency. 1-05.19 Contractor's Daily Diary (March 31, 2026, Renton GSP) Section 1-05.19 is a new section: The Contractor and subcontractors shall maintain and provide to the Engineer a Daily Diary Record of this Work. This diary will be created by pen entries in a hardbound diary book of the type that is commonly available through commercial outlets or by an alternative electronic method approved by the Engineer. The diary must contain the Project and Number; if the diary is in loose-leaf form, this information must appear on every page. The diary must be kept and maintained by the Contractor's designated project superintendent(s). Entries must be made on a daily basis and must accurately represent all of the project activities on each day. At a minimum, the diary shall show on a daily basis: 1. The day and date. 2. The weather conditions, including changes throughout the day. 3. A complete description of Work accomplished during the day with adequate references to the Plans and Contract Provisions, so that the reader can easily and accurately identify said Work in the Plans. Identify location/description of photographs or videos taken that day. 4. An entry for each and every changed condition, dispute or potential dispute, incident, accident, or occurrence of any nature whatsoever which might affect the Contractor, the Contracting Agency, or any third party in any manner. 5. Listing of any materials received and stored on- or off-site by the Contractor for future installation, to include the manner of storage and protection of the same. 6. Listing of materials installed during each day. 24 7. List of all subcontractors working on-site during each day. 8. Listing of the number of the Contractor's employees working during each day by category of employment. 9. Listing of the Contractor's equipment working on the site during each day. Idle equipment on the site shall be listed and designated as idle. 10. Notations to explain inspections, testing, stake-out, and all other services furnished by the Contracting Agency or other party during each day. 11. Entries to verify the daily (including non-Workdays) inspection and maintenance of traffic control devices and condition of the traveled roadway surfaces. The Contractor shall not allow any conditions to develop that would be hazardous to the public. 12. Any other information that serves to give an accurate and complete record of the nature, quantity, and quality of Contractor's progress on each day. 13. Plan markups showing locations and dimensions of constructed features to be used by the Engineer to produce record drawings. 14. All pages of the diary must be numbered consecutively with no omissions in page numbers. 15. Each page must be signed and dated by the Contractor's official representative on the project. The Contractor may use additional sheets separate from the diary book if necessary, to provide a complete diary record, but they must be signed, dated, and labeled with project name and number. It is expressly agreed between the Contractor and the Contracting Agency that the Daily Diary maintained by the Contractor shall be the “Contractor's Book of Original Entry” for the documentation of any potential claims or disputes that might arise during this contract. Failure of the Contractor to maintain this diary in the manner described above will constitute a waiver of any such claims or disputes by the Contractor. The Engineer or other Contracting Agency’s representative on the job site will also complete a Daily Construction Report. 25 1-06 CONTROL OF MATERIAL 1-06.1 Approval of Materials Prior to Use 1-06.1(4) Fabrication Inspection Expense (CC, PSP) Section 1-06.1(4) is revised to read: The Contracting agency will not deduct from monies due to the Contractor for plant approval and fabrication acceptance inspection. Items requiring plant approval and fabrication inspection are listed in Table 1. Table 1 Items Requiring Plant Approval and Fabrication Acceptance Inspection Anchor Bolts (ASTM A449 & F1554 Grade 105) Anchor Cables and Components Bridge Bearings (Cylindrical, Disc, Fabric Pad, Low Rise, Pin, Pendulum, and Spherical) Cattle Guards Coated Piling and Casing Epoxy-Coated Reinforcing Steel Fabricated/Welded Miscellaneous Metal Drainage Items: Grate Inlets, and Drop Inlets Longitudinal Seismic Restrainers Metal Bridge Railing and Handrail Metal Castings for Concrete Drainage, electrical, and Utility Items Modular Expansion Joints Paint & Powder Coating Facilities for Table 1 items Precast Concrete Bridge Deck Panels Precast Concrete Catch Basins, Manholes, Inlets, Drywells, and Risers Precast Culvert, Storm Sewer, and Sanitary Sewer Pipe Precast Concrete Floor Panels Precast Concrete Traffic Barrier Precast Concrete Vaults (Electrical, Utility, Drainage, etc.) Precast Concrete Girders and Precast Bridge Components Prestressed Concrete Girders Prestressed Concrete Panels Precast Reinforced Concrete Box Structures Precast Reinforced Concrete Split Box Structures Precast Reinforced Concrete Three Sided Structures Prestressed Concrete Piles Retrofit Guardrail Posts with Welded Base Plates Signal Standards Signing Material Sign Structures – Cantilever, Sign Bridge, and Bridge Mounted, Roadside Type PLT/PLU Soldier Piles Steel Bridges and Steel Bridge Components Steel Column Jackets Steel Light Standards, and High Mast Light Poles Strip Seal Expansion Joints 26 Table 1 Items Requiring Plant Approval and Fabrication Acceptance Inspection Precast Concrete Junction Boxes, Pull Boxes, Cable Vaults Precast Concrete Marine Pier Deck Panels Precast Concrete Pier Caps Precast Concrete Retaining Walls, including Lagging Panels Precast Concrete Roof Panels Precast Concrete Structural Earth Walls, Noise Barrier Walls, Wall Panels, and Wall Stem Panels Structural Steel for Ferry Terminal Berthing, Pedestrian and Vehicle Loading Structures Timber Bridges Treated Timber and Lumber 6 inch by 6 inch or larger Welded Structural Steel (Miscellaneous) Initial plant inspections are required as follows in Table 2. Table 2 Items Requiring Initial Plant Approval Only Epoxy Coating of Dowels and Tiebars for Concrete Pavement Guardrail Posts and Blocks Precast Concrete Blocks for Structural Earth Walls Steel Pipe Piling 1-06.2 Acceptance of Materials 1-06.2(2) Statistical Evaluation of Materials for Acceptance 1-06.2(2)B Financial Incentive (January 4, 2024 AWPA GSP) Replace the first sentence of this Section with the following: The maximum Composite Pay Factor shall be 1.00. 27 1-06.6 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, however, the use of recycled materials is not a requirement of the Contract. Recycled aggregates shall not be installed as pipe zone bedding but may be allowed in the backfill zone if approved by the Engineer. 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. 28 1-07 LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC 1-07.1 Laws to be Observed (October 1, 2005 APWA GSP) Section 1-07.1 is supplemented as follows: In cases of conflict between different safety regulations, the more stringent regulation shall apply. The Washington State Department of Labor and Industries shall be the sole and paramount administrative agency responsible for the administration of the provisions of the Washington Industrial Safety and Health Act of 1973 (WISHA). The Contractor shall maintain at the project site office, or other well -known place at the project site, all articles necessary for providing first aid to the injured. The Contractor shall establish, publish, and make known to all employees, procedures for ensuring immediate removal to a hospital or doctor’s care, and persons, including employees, who may have been injured on the project site. Employees should not be permitted to Work on the project site before the Contractor has established and made known procedures for removal of injured persons to a hospital or a doctor’s care. The Contractor shall have sole responsibility for the safety, efficiency, and adequacy of the Contractor’s plant, appliances, and methods, and for any damage or injury resulting from their failure, or improper maintenance, use, or operation. The Contractor shall be solely and completely responsible for the conditions of the project site, including safety for all persons and property in the performance of the Work. This requirement shall apply continuously, and not be limited to normal working hours. The required or implied duty of the Engineer to conduct construction review of the Contractor’s performance does not, and shall not, be intended to include review and adequacy of the Contractor’s safety measures, in, on, or near the project site. 1-07.2 State Sales Tax (June 27, 2011 APWA GSP) Delete this section, including its sub-sections, in its entirety and replace it with the following: 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 29 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 veh icular 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 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 st ate 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 i ncluded 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). 30 1-07.6 Permits and Licenses (March 31, 2026, Renton GSP) Section 1-07.6 is supplemented as follows: The Contractor shall ensure that all necessary permits are obtained and is responsible for reviewing all permits to become familiar with the requirements. The Contractor and all subcontractors of any tier must obtain a City of Renton Business License (Contractor). The permits, easements, and right of entry documents that have been acquired are available for inspection and review. The Contractor shall be required to comply with all conditions of the permits, easements, and rights of entry, at no additional cost to the Contracting Agency. The Contractor is required to indemnify the Contracting Agency from claims on all easements and rights of entry. All other permits, licenses, etc., shall be the responsibility of the Contractor. The Contractor shall comply with the special provisions and requirements of each. Permits, permission under franchises, licenses, and bonds of a temporary nature necessary for and during the prosecution of the Work, and inspection fees in connection therewith shall be secured and paid for by the Contractor. If the Contracting Agency is required to secure such permits, permission under franchises, licenses and bonds, and pay the fees, the costs incurred by the Contracting Agency thereby shall be charged against the Contractor and deducted from any funds otherwise due the Contractor. The Contractor is cautioned to review all permits and other Contract Documents and schedule the work activities appropriately to complete the work within the number of days stated in the Contract Document. No additional compensation or extensions to time will be granted to the Contractor due to the time constraints imposed by such documents. The Contractor shall assume all responsibility for meeting all requirements of all permits. Any fines or penalties incurred by Contracting Agency for not meeting state water quality standards and/or lack of stormwater pollution prevention on this Project shall be deducted from monies otherwise due to Contractor. Any fines assessed directly to Co ntractor shall be paid directly to the fining authority, at the Contractor’s own cost. 1-07.9 Wages 1-07.9(3) Apprentices (March 31, 2025, Renton GSP) Section 1-07.9(3) is supplemented as follows: Apprentice Utilization 31 This Contract includes an Apprentice Utilization Requirement. Fifteen percent or more of project Labor Hours shall be performed by Apprentices unless Good Faith Efforts are accepted. Apprentice Utilization will be determined using the Department of Labor and Industries (L&I) online Prevailing Wage Intent & Affidavit (PWIA) system. Definitions For the purposes of this specification the following definitions apply: 1. Apprentice is a person enrolled in a State-approved Apprenticeship Training Program. 2. Apprentice Utilization is the apprentice labor hours, on the project, expressed as a percentage of project Labor Hours based on certified payrolls or the affidavits of wages paid, whichever is least. The percentage is not rounded up. 3. Apprentice Utilization Requirement is the minimum percentage of apprentice labor hours required by the Contract. 4. Good Faith Effort(s) (GFE) describes the Contractor’s efforts to meet the Apprentice Utilization Requirement including but not limited to the specific steps as described elsewhere in this specification. 5. Labor Hours are the total hours performed by all workers receiving an hourly wage who are subject to prevailing wage requirements for work performed on the Contract as defined by RCW 39.04.310. Labor Hours are determined based on the scope of work performed by the individuals, rather than the title of their occupations in accordance with WAC 296-127. 6. State-approved Apprenticeship Training Program is an apprenticeship training program approved by the Washington State Apprenticeship and Training Council (WSATC). 7. Apprentice Wage Rates are the applicable wage rates that are to be paid for an apprentice registered in a training program, separate from Journey Level rates, as set by the Washington State Apprenticeship Training Council (WSATC) and Washington State Department of Labor and Industries (L&I). Electronic Reporting The Contractor shall use the PWIA System to submit the “Apprentice Utilization Plan”. Reporting instructions are available in the application. When using the PWIA System to submit payroll data, the Contractor shall also submit on a monthly basis all information requested on the Utilization tab. The Contractor shall complete the Report for itself and its subcontractors. Apprentice Utilization Plan The Contractor shall submit an “Apprentice Utilization Plan” by filling out the Apprentice Utilization Plan Form (WSDOT Form 424-004) or other form approved by the Contracting Agency within 30 calendar days of Contract execution, however no later than the preconstruction meeting, demonstrating how and when they intend to achieve the Apprentice Utilization 32 Requirement. The Plan shall be in sufficient detail for the Engineer to track the Contractor’s progress in meeting the utilization requirements. An Apprentice Utilization Plan shall be updated and resubmitted as the Work progresses or when requested by the Engineer or other Contracting Agency representative. If the Contractor is unable to demonstrate the ability to meet the Apprentice Utilization Requirement with their initial Apprentice Utilization Plan submission, an effort must be made to find additional registered apprentices to perform on the contract. If after attempts have been made at every tier and every scope, the Contractor must submit GFE documentation to the Contracting Agency. The Contractor shall actively seek out opportunities to meet the Apprentice Utilization Requirement during the construction Work. Subcontracts The Contractor must not require subcontractors to attain more than 15% of a subcontract’s proposed labor hours for the subcontract’s scope of Work. Contacts The Contractor may obtain information on State-approved Apprenticeship Training Programs by using the Apprentice Registration and Tracking System (ARTS) https://secure.lni.wa.gov/arts- public/#/program-search or contacting the Department of Labor and Industries directly at: Specialty Compliance and Services Division, Apprenticeship Section, P.O. Box 44530, Olympia, WA 98504-4530 or by phone at (360) 902-5320. Compliance The Contractor is expected to make attempts to employ Apprentices and shall include the requirement in any subcontracts at any tier. In the event that the Contractor is unable to achieve the Apprentice Utilization Requirement, the Contractor shall submit GFE documentation demonstrating the efforts and attempts they made. Final GFE documentation shall be submitted to the Contracting Agency after Substantial Completion but no later than 30 days after Physical Completion. If the Contractor fails to actively attempt to employ Apprentices, submit GFE documentation, or if the Engineer does not approve the GFE, the Contractor will be assessed a penalty. The Engineer will provide the Contractor with a written notice at Final Acceptance of the project informing the Contractor of the failure to comply with this specification which will include a calculation of the penalty to be assessed as provided for in the Payment section in this special provision. If the Contractor achieves the required Apprentice Utilization an incentive will be assessed with Final Payment. Good Faith Efforts The GFE shall document the attempts (efforts) the Contractor (and any subcontractor at any tier) made to meet the Apprentice Utilization Requirement. Emails, letters, or other written communications with letterhead, titles, and contact information are required. Documentation must include one or more of the following accepted GFEs: 33 1. Demonstrated Lack of Availability of Apprentices. Correspondence from State -approved Apprenticeship Training Program(s), with project specific responses confirming there is a lack of availability of Apprentices for this project. 2. Demonstrated Disproportionate Ratio of Material/Equipment/Products to Labor Hours. Documentation explaining the bid includes a disproportionate high cost of material/equipment/products to Labor Hours. (E.g., a $2 M estimated contract includes $1 M or more in procurement costs of equipment to be installed.) 3. Demonstrated Lack of Necessary Labor Hours. Correspondence from a State-approved Apprentice Training Programs confirming there is not enough time in the project to meet required journey level to apprentice training ratios. 4. Demonstrated Lack of Available Approved Programs. Correspondence from State - approved Apprentice Training Programs, confirming there are no programs that train for the scopes included/anticipated on the project. Contractor and state programs to submit training program detail needs and details that could be used for future program creation. 5. Funding Precedent. Documentation that shows conflicting, more restrictive, or precedent requirements for other training on the Project. Examples include, but are not limited to, Tribal Employment Rights (TERO), Federal Training Hours, or Special Training that affect the ability to use state-registered apprentices. 6. Warranty Work. Documentation from Original Equipment Manufacturers, or similar, confirming that work performed must only be completed by certified journey -level installers or risk voiding warranty, or similar. 7. Other Effort. The Contractor may submit other evidence, documentation, or rationale for not being able to achieve the required Apprentice Utilization that are not covered in the other efforts named. Other efforts will still need to be corroborated by an i ndependent, knowledgeable third-party. Contractors may receive a GFE credit for graduated Apprentice hours through the end of the calendar year for all projects worked on as long as the Apprentice remains continuously employed with the same Contractor/subcontractor they were working for when th ey graduated. If an Apprentice graduates during employment on a project of significant duration, they may be counted towards a GFE credit for up to one year after their graduation or until the end of the project (whichever comes first). Determination of whether Contract requirements were met in good faith will be made by subtracting the hours from the journeyman total reported hours for the project and adding them to the apprentice hour total. If the new utilization percentage meets the Contract requirement, the Contractor will be reported as meeting the requirement in good faith. Approving Good Faith Efforts The Contracting Agency will review submitted Good Faith Efforts and issue a determination. The Engineer may request additional information, documentation, evidence or similar in order to 34 approve such efforts. A determination by the Engineer is final. The approved Good Faith Efforts will be loaded into the PWIA system by the Contracting Agency. Payment Payment will be made for the following Bid Items when included in the proposal: “Apprenticeship Incentive/Penalty”, by calculation. When the Contractor meets the apprenticeship requirement of 15% an incentive will be assessed. When the Contractor fails to meet the apprenticeship requirement of 15%, a penalty will be assessed for each hour that is not achieved, unless a Good Faith Effor t is approved by the Contracting Agency. Apprenticeship Utilization Incentive/Penalty will be calculated as described below: Apprentice Utilization Incentive Penalty More than 15% $2,000 N/A 14 to 14.99% N/A $2,000 13 to 13.99% N/A $4,000 12 to 12.99% N/A $6,000 11 to 11.99% N/A $8,000 10 to 10.99% N/A $9,000 9 to 9.99% N/A $10,000 8 to 8.99% N/A $12,000 7 to 7.99% N/A $14,000 6 to 6.99% N/A $16,000 5 to 5.99% N/A $18,000 4 to 4.99% N/A $22,000 3 to 3.99% N/A $24,000 2 to 2.99% N/A $26,000 1 to 1.99% N/A $28,000 0 to 0.99% N/A $30,000 For the purpose of providing a common proposal for all bidders, the Contracting Agency has entered an Incentive amount in the proposal to become a part of the total bid by the Contractor. The Contractor shall include all related costs in the unit Bid prices of the Contract, included but not limited to implementing, developing, documenting, and administering an apprenticeship utilization program, recording and reporting hours and all other costs to comply with this provision. 1-07.9(5) Required Documents 1-07.9(5)A Required Documents (February 17, 2026 APWA GSP, Option B) 35 Revise this section to read: All Statements of Intent to Pay Prevailing Wages and Affidavits of Wages Paid shall be submitted to the Engineer through the State L&I online Prevailing Wage Intent & Affidavit (PWIA) system. When apprenticeship is a requirement of the Contract, include all apprentices in PWIA. 1-07.11 Requirements for Non-Discrimination 1-07.11(11) City of Renton Affidavit of Compliance (March 31, 2025, Renton GSP) Section 1-07.11(11) is new: Each Contractor, Subcontractor, Consultant, and or Supplier shall complete and submit a copy of the “City of Renton Fair Practices Policy Affidavit of Compliance”. A copy of this document will be bound in the bid documents. 1-07.12 Federal Agency Inspection (March 31, 2025, Renton GSP) Section 1-07.12 is supplemented with the following: Required Federal Aid Provisions The Required Contract Provisions Federal Aid Construction Contracts (FHWA 1273) and the amendments thereto supersede any conflicting provisions of the Standard Specifications and are made a part of this contract; provided, however, that if any of the provi sions of FHWA 1273, as amended, are less restrictive than Washington State Law, then the Washington State Law shall prevail. The provisions of FHWA 1273, as amended, included in this contract require that the Contractor insert the FHWA 1273 and amendments thereto in each subcontract, together with the wage rates which are part of the FHWA 1273, as amended. Also, a clause shall be included in each subcontract requiring the subcontractors to insert the FHWA 1273 and amendments thereto in any lower tier subcontracts, together with the wage rates. The Contractor shall also ensure that this Section, REQUIRED FEDERAL AID PROVISIONS, is inserted in each subcontract for subcontractors and lower tier subcontractors. For this purpose, upon request to the Project Engineer, the Contractor will be provided with extra copies of the FHWA 1273, the amendments thereto, the applicable wage rates, and this Special Provision. 1-07.15 Temporary Water Pollution Prevention 1-07.15(2) Temporary Water Pollution/Erosion Control (CC, PSP) Section 1-07.15(2) is a new section: 36 The Contractor shall perform all Work in strict accordance with all Federal, State, and local laws and regulations governing waters of the State, as well as permits acquired for the project. If required, the Contractor shall prepare a final Temporary Water Pollution/Erosion Control Plan (TWPECP) and a final SWPPP. The TWPECP and SWPPP shall be developed in accordance with the erosion control standards contained in the 2022 City of Renton Surface Water Design Manual. The plan shall include any assumptions, detailed calculations, sketches, and sequencing. The plan s hall be signed and stamped by a Washington State Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), or a Certified Professional in Stormwater Quality (CPSWQ). A TESC supervisor shall be designated by the Contractor, whose name and phone number shall be given to the Engineer at the Preconstruction Conference. The TESC supervisor must be CESCL certified in accordance with NPDES permit requirements. If required, the plan shall be submitted for approval to the City within 20 days of the Notice of Award. The TWPECP shall include the various configurations that may be necessary to adequately control erosion and sediment at the site during the various stages of constr uction. Design of dewatering, water control, bypass systems, and temporary erosion and sediment control during construction shall be the responsibility of the Contractor. At a minimum, the plan shall contain: 1. Manufacturer’s data and detailed plans for the erosion control products specified in the plan. 2. Plan for temporary pipe system diversions. This shall include a description of when the piping will be used, pipe material, locations, elevations, plan and profile views, inlet and outlet protection, hydraulic capacity, and details of important design features. 3. Plan for collecting, pumping and pipe surface stormwater runoff, dewatering discharge, and seepage from the source to the temporary sedimentation tank (Baker Tank) or acceptable discharge. The plan shall be shown in phases to coincide with the phases of construction. The plan shall include: a. Layout and details of system. b. Diversion systems manufacturer’s data and material submittals. c. Pump and pipe types, sizes, manufacturer’s data, and design criteria for pump sizing. d. Flow calculations for stormwater, seepage, and dewatering pump discharge. Schedule and sketch of location for dewatering systems. Pumps shall be sized to pump stormwater runoff for the tributary area plus an allowance for groundwater and surface seepage. Each pump area location shall be equipped with two pumps meeting the capacity requirement in case one is non-operational. e. Source of power for pumps, description of schedule and fueling requirements, storage location, and methods. 4. Manufacturer’s literature and test results (certificates) on the temporary silt fence, erosion control matting, riprap gradations, and any other necessary erosion control 37 materials. 5. Planned installation and maintenance schedule for temporary erosion and sedimentation control facilities. Indicate locations and outlets of dewatering systems. The SWPPP must meet the requirements of the Department of Ecology’s NPDES and State Waste Discharge General Permit for Stormwater Discharges Associated with Construction Activity (General Permit). The SWPPP shall include and modify as necessary the Site Preparation and Erosion Control Plan drawings provided as part of the Contract Plans. The Contractor shall prepare, review, and modify the SWPPP as necessary to be consistent with the actual work schedule, sequencing, and construction methods that will be used on the project. The Contractor’s SWPPP shall meet the requirements of the general permit. The Contractor shall: Furnish, install, operate, and maintain necessary machinery, appurtenances, and equipment to keep excavations free of water during construction; Dewater and dispose of water in a manner that will not cause injury to public and private property, as well as keep sediment-laden water from entering the City surface water system or violate applicable water standards; Keep sufficient pumping equipment and machinery on hand at all times for emergencies, including electric power failures; Keep experienced personnel available at all times to operate pumping equipment, machinery and appliances; Not shut down dewatering systems between shifts, on holidays and weekends, nor during work stoppages without prior authorization by the Engineer; Control groundwater to prevent softening of bottoms of excavations, or formation of “quick” conditions or “boils”; Design and operate dewatering system that will not remove natural soils; Keep excavations free of water during excavation, construction of structures, installation of pipelines, placing of structures, backfill, and placing and curing of concrete; and Control surface water runoff to prevent entry and collection in excavations. As construction progresses and unexpected or seasonal conditions dictate, the Contractor shall anticipate that more water pollution/erosion control measures will be necessary. It shall be the obligation and responsibility of the Contractor to revise or supplement the pollution/erosion control measures as may be needed to protect the work, adjacent properties, storm drains, streams, and other water bodies. At all times, there must be material on the job site to handle any spills caused by the Contractor, such as tack, oils, diesel, etc. Materials would include, but not be limited to, oil absorbent pads 38 and “kitty litter.” The Contractor must supply said materials at his expense and, in the event of a spill, be responsible for cleanup and disposal of contaminated materials. In addition, the SWPPP shall outline the procedures to be used to prevent high pH stormwater or dewatering water from entering surface waters. The plan shall include how the pH of the water will be maintained between pH 6.5 and pH 8.5 prior to being discha rged from the project or entering surface waters. Prior to beginning any concrete or grinding work, the Contractor shall submit the plan, for the Engineer’s review and approval. An Ecology template is available to the Contractor for producing the SWPPP, using project- specific information added by the Contractor. The template and instructions are available at: http://www.ecy.wa.gov/programs/wq/stormwater/construction. The Engineer’s review and any resulting approval of the Contractor’s SWPPP and TESCP will be only regarding conformance with the specification requirement that the Contractor have the plans prepared by a CPESC or professional Civil Engineer who has expertise in the type of facilities and that the SWPPP and TESCP include the items specified for such plans. The Contractor shall be solely responsible for the adequacy of the SWPPP and TESCP and if erosion sediment, and other pollutant control measures in deviat ion or addition to those described in the SWPPP become necessary to minimize erosion and prevent storm water contamination from sediment and other pollutants, the Contractor shall prepare and submit a revised SWPPPP to the Engineer for review as specified for the original plan. The Contracting Agency will not be liable to the Contractor for failure to accept all or any portion of an originally submitted or revised SWPPP, nor for any delays to the Work due to the Contractor’s failure to submit and implement an acceptable SWPPP. 1-07.16 Protection and Restoration of Property 1-07.16(1) Private/Public Property (March 31, 2025, Renton GSP) Section 1-07.16(1) is supplemented by adding the following: The Contracting Agency will obtain all easements and franchises required for the project. The Contractor shall limit his operation to the areas obtained and shall not trespass on private property. The Contracting Agency may provide certain lands, as indicated in connection with the Work under the Contract together with the right of access to such lands. The Contractor shall not unreasonably encumber the premises with his equipment or materials. The Contractor shall provide, with no liability to the Contracting Agency, any additional land and access thereto not shown or described that may be required for temporary construction facilities or storage of materials. He shall construct all access roads, detour roads, or other temporary Work as required by his operations. The Contractor shall confine his equipment, storage of material, and operation of his workers to those areas shown and described and such additional areas as he may provide. 39 A. General. All construction Work under this contract on easements, right-of-way, over private property or franchise, shall be confined to the limits of such easements, right-of-way or franchise. All Work shall be accomplished so as to cause the least amount of disturbance and a minimum amount of damage. The Contractor shall schedule his Work so that trenches across easements shall not be left open during weekends or holidays and trenches shall not be open for more than 48 hours. B. Structures. The Contractor shall remove such existing structures as may be necessary for the performance of the Work and, if required, shall rebuild the structures thus removed in as good a condition as found. He shall also repair all existing structures that may be damaged as a result of the Work under this contract. C. Easements, cultivated areas, and other surface improvements. All cultivated areas, either agricultural or lawns, and other surface improvements which are damaged by actions of the Contractor shall be restored as nearly as possible to their original condi tion. Prior to excavation on an easement or private right-of-way, the Contractor shall strip topsoil from the trench or construction area and stockpile it in such a manner that it may be replaced by him, upon completion of construction. Ornamental trees and shrubbery shall be carefully removed with the earth surrounding their roots wrapped in burlap and replanted in their original positions within 48 hours. All shrubbery or trees destroyed or damaged, shall be replaced by the Contractor with material of equal quality at no additional cost to the Contracting Agency. In the event that it is necessary to trench through any lawn area, the sod shall be carefully cut and rolled and replaced after the trenches have been backfilled. The lawn area shall be cleaned by sweeping or other means, of all earth and debris. The Contractor shall use rubber wheel equipment similar to the small tractor-type backhoes used by side sewer contractors for all Work, including excavation and backfill, on easements or rights-of-way, which have lawn areas. All fences, markers, mailboxes, or other temporary obstacles shall be removed by the Contractor and immediately replace, after the trench is backfilled, in their original position. The Contractor shall notify the Contracting Agency and Property Owner at least 24 hours in advance of any Work done on easements or rights-of- way. Damage to existing structures outside of easement areas that may result from dewatering and/or other construction activity under this contract shall be restored to their original condition or better. The original condition shall be established by photographs taken and/or inspection made prior to construction. All such Work shall be done to the satisfaction of the Property Owners and the Contracting Agency at the expense of the Contractor. D. Streets. The Contractor will assume all responsibility of restoration of the surface of all streets (traveled ways) used by him if damaged. In the event the Contractor does not have labor or material immediately available to make necessary repairs, the Contractor shall so inform the Contracting Agency. The Contracting Agency will make the necessary repairs and the cost of such repairs shall b e paid by the Contractor. 40 The Contractor is responsible for identifying and documenting any damage that is pre- existing or caused by others. Restoration of excavation in City streets shall be done in accordance with the City of Renton Trench Restoration Requirements, which is available at the Public Works Department Customer Services counter on the 6th floor, Renton City Hall, 1055 South Grady Way. 1-07.17 Utilities and Similar Facilities (CC, PSP) Section 1-07.17 is supplemented by adding: Existing utilities indicated in the Plans have been plotted from the best information available to the Engineer. Information and data shown or indicated in the Contract Documents with respect to existing underground utilities or services at or contiguous to the project site are based on information and data furnished to the Contracting Agency and the Engineer by owners of such underground facilities or others, and the Contracting Agency and the Engineer do not assume responsibility for the accuracy or completeness thereof. It is to be understood that other aboveground or underground facilities not shown in the Plans may be encountered during the course of the Work. All utility valves, manholes, vaults, or pull boxes which are buried shall be conspicuously marked in a fashion acceptable to the Contracting Agency and the Engineer by the Contractor to allow their location to be determined by the Engineer or utility personnel under adverse conditions, (inclement weather or darkness). Where underground main distribution conduits, such as water, gas, sewer, electric power, or telephone, are shown on the Plans, the Contractor, for the purpose of preparing his bid, shall assume that every property parcel will be served by a service connection for each type of utility. The Contractor shall conduct a utility coordination meeting with the utility companies concerning any possible conflict prior to commencing excavation in any area and submit documentation of said meeting to the Engineer. The Contractor shall resolve all crossing and clearance problems with the utility company concerned. No excavation shall begin until all known facilities, in the vicinity of the excavation area, have been located and marked. All costs for utility coordination, discussions, and meetings shall be considered incidental to the Contract and no additional compensation will be made. In addition to the Contractor having all utilities field marked before starting Work, the Contractor shall have all utilities field marked after they are relocated in conjunction with this project. Call Before You Dig The 48-Hour Locators 1-800-424-5555 At least 2 and not more than 10 working days prior to commencing any excavations for utility potholing or for any other purpose under this Contract, the Contractor shall notify the Underground Utilities Location Center by telephone of the planned excavatio n and progress schedule. The Contractor is also warned that there may be utilities on the project that are not part of the One Call system. They must be contacted directly by the Contractor for locations. 41 The Contractor shall make arrangements 48 hours in advance with respective utility owners to have a representative present when their utility is exposed or modified, if the utility chooses to do so. If any excavation across or adjacent to Water Utility infrastructure is required, the Contractor shall prepare a Water Utility Protection Plan (WUPP). Detailed Water Utility Protection Plan (WUPP) Requirements General Requirements The Contractor shall submit the WUPP 14-days prior to any excavation. The WUPP shall be prepared by and bear the seal and signature of a Professional Engineer licensed in the state of Washington. The WUPP shall comply with the Standard Specifications, as modified, or supplemented by the Amendments to the Standard Specifications and Special Provisions. The WUPP shall be reviewed and approved by the Engineer prior to any work in the vicinity of the Water utility pipe(s). The Engineer’s review of the submitted material shall in no way relieve the Contractor of the responsibility for making a satisfactory i nstallation meeting the requirements of these documents and the utility owner. The Contractor is responsible for implementation of the approved WUPP. If deviations from the WUPP are necessary because of field conditions, the contractor must submit a revised submittal WUPP to the City for review. Excavation adjacent to water mains cannot proceed until the submittal is approved. The Contractor shall do the following: • Protect the existing water main, including valves, fittings, thrust blocks, coatings, during the course of construction. • Support the exposed water main to prevent any movement. • Use care to avoid damaging the existing water main with mechanical construction equipment. Chains and/or wire rope will not be allowed to support exposed water mains. Use double straps to support both sides of an exposed joint. Provide a compaction plan for backfill installed under exposed water lines and facilities. If Controlled Density Fill (CDF) has been approved for use as backfill around water mains, installation shall conform with the Project Plans and Standard Specifications, as modified or supplemented by the Amendments to the Standard Specifications and Special Provisions. • If, during construction, the structural integrity of the water line is compromised, stop construction and immediately notify the City Inspector to coordinate efforts to mitigate and rectify the situation. Requirements for Open Excavations Open Excavations Parallel to City of Renton Water Mains If the water main is located above the bottom of the construction excavation within the zone of influence— 1.5H: 1V slope from the bottom of the construction excavation, or the water main is within 5 feet of the excavation—the following shall apply: 42 • Excavation adjacent to transmission mains (all sizes), conduits, and distribution mains ≥12 inches will require plans and associated structural and geotechnical calculations prepared and stamped/sealed by a Professional Engineer licensed in the state of Washington. • Excavations adjacent to distribution mains <12 inches may require plans and associated structural and geotechnical calculations prepared and stamped/sealed by a Professional Engineer licensed in the state of Washington as determined by City. • No more than 8 feet of parallel trench shall remain unsupported. • Minimize duration of unsupported trench walls. No section shall be left unsupported overnight or if groundwater is observed. • Supported sections of trench shall have positive -pressure shoring or shielded shoring backfilled between the trench wall and the shoring box. Positive -pressure shoring is defined as a system providing support to the trench wall, such that no ground movement adjacent to and within the excavated trench is possible. Positive-pressure shoring can be achieved with hydraulic jacks or by ensuring zero clearance between the shielded shoring and the trench wall. • Positive-pressure shoring is required at all water main bends and tees, to prevent undermining of the thrust-restraint systems. No amount of unsupported trench is permitted at these locations. Open Excavations Askew and Perpendicular to City of Renton Water Mains For open excavations askew and perpendicular to City of Renton water main, if the construction excavation is 5 feet or more below a >12-inch water main, or if the excavated trench is 6 feet or wider, then the following shall apply: • Show plans and associated structural and geotechnical calculations prepared and stamped/sealed by a Professional Engineer licensed in the state of Washington for any support beams, columns, steel plate foundation supports, blocking, and length of beams on each side of trench and columns. Pipe supports shall be adjustable, tensioned, and rated to the calculated loads. • Provide the methods and means of excavation, backfill, and compaction to provide continuous pipe support and prevent damage. • Monitor > 12-inch-diameter water lines for settlement. Measure water main pipe elevation directly prior to, during, and after excavation, and provide before and after elevation measurements. • Provide required support beam with straps spaced no more than 3 feet apart and/or from the trench wall. • If a joint is exposed, provide required support beam and double straps (one strap placed on each side of the joint) in excavations > 6 feet wide. For excavations > 6 feet wide, one strap shall be placed on each side of the joint with additional straps to be placed no further than 3 feet apart for support of the pipe spanning the excavation. • City may require structural and geotechnical calculations of maximum anticipated deflection and resulting stress in pipe, maximum anticipated deflection and resulting stress in support beam, and assumed soil -bearing pressure. 43 Excavations Near Thrust Blocks For excavations near City of Renton water main thrust blocks, if a thrust restraint system supporting the existing water main is uncovered, and a WUPP has not been submitted, the excavating contractor or agency must do the following: 1. Immediately stop excavation in the influence zone of the thrust block (an area 3 times the length of the thrust block). 2. Notify the City Inspector. 3. Field-verify the thrust block dimension by exposing the top surface of the thrust block. 4. Prepare and submit a WUPP for review by the City before proceeding with further excavation. Utility Adjustments and Conflicts Existing utilities for telephone, power, gas, water, and television cable facilities shall be adjusted or relocated by the appropriate utility company unless otherwise noted in the Plans. These adjustments may be completed before the Contractor begins Work or may be performed in conjunction with the Contract Work. The Contractor shall be entirely responsible for coordination with the utility companies and arranging for the movement or adjustment, either temporary or permanent, of their facilities within the project limits. See also Section 1-05.14 of these Special Provisions. If or when utility conflicts occur, the Contractor shall continue the construction process on other aspects of the project whenever possible. The Contractor shall include in the Base Bid all necessary communication and meetings with the utility companies, and all necessary advance notification to utility companies to keep the project on schedule and avoid delays. No additional compensation will be made to the Contractor for reason of delay caused by the actions of any utility company, and the Contractor shall consider such costs to be incidental to the other items of the Contract. Utility Potholing Potholing may be included as a bid item for use in determining the location of existing utilities in advance of the Contractor's operations. If potholing is not included as a bid item, then it shall be considered incidental to other Work. The Contractor shall submit all potholing requests to the Engineer for approval, at least 2 working days before potholing is scheduled. Additionally, the Contractor shall provide potholing at the Engineer's request. In no way shall the Work described under Utility Potholing relieve the Contractor of any of the responsibilities described in Section 1-07.17 of the Standard Specifications and Special Provisions, and elsewhere in the Contract Documents. 1-07.17(3) Site Specific Potholing (March 31, 2025, Renton GSP) Section 1-07.17(3) is a new section: Site Specific Potholing is intended to be potholing as identified in the Plans or as directed by the 44 Engineer, which is separate from and in addition to potholing included as incidental for utility installation. The Contractor shall perform exploratory excavations as required to collect as-built information. The Contractor shall verify the depth, location, alignment, size, and material of existing underground utilities. The Contractor shall immediately notify the Engineer if field conditions differ from the expected conditions shown in the Contract Drawings. The Contractor shall perform all potholing identified on the plans prior to any construction to allow for any potential design modifications. The Contractor is still responsible to verify depth, location, alignment, and size of all existing utilities either specifically called for or not on the plans. F or these utilities, the Contractor shall allow the Engineer 10 working days after written results are received to allow for minor design modifications when needed. The Contractor shall use the information obtained by potholing for procurement of suitable m aterials to revise the work accordingly, where required by the Contract. Upon completion of excavation the material can be used for temporary restoration. Where underground utilities are found to be in the way of construction, such condition shall not be deemed to be a changed or differing site condition, and if necessary, pipe alignment or grade shall be modified. No payment will be made unless potholing has been performed prior to trench excavation and witnessed by the Engineer. Different utilities may be found to occupy a common trench. Any two or more utilities separated by 3 feet or less shall constitute one pothole. Where multiple utilities exist in close proximity, the Contractor shall be paid for one pothole for every 5 feet of exploration trench. The quantity for this item is included to provide a common proposal for bid purposes. The actual quantity used in construction may vary from that amount. The unit price will not be adjusted if the actual quantity used varies by more than 25 percent. The contractor shall perform this potholing a minimum of twenty working days prior to crossing to allow for potential revisions. The contractor shall not have cause for claim of down -time or any other additional costs associated with ‘waiting’ if the owne r provides design revisions (related to the information supplied per this section) within ten working days after the contractor provides the surveyed elevations. In no way shall the Work described under Site Specific Potholing relieve the Contractor of any of the responsibilities described in Section 1-07.17 of the Standard Specifications and Special Provisions, and elsewhere in the Contract Documents. 1-07.17(4) Interruption of Services (March 31, 2026, Renton GSP) Section 1-07.17(4) is a new section: Whenever in the course of the construction operation it becomes necessary to cause an outage of utilities, it shall be the Contractor's responsibility to notify the affected users and the Engineer not less than 48 hours in advance of such outage. The Contractor shall make reasonable effort to minimize the duration of outages and shall estimate the length of time service will be interrupted and so notify the users. In the case of any utility outage that has exceeded or will exceed four hours, user contact shall again be made. Temporary service, if needed, will be arranged by the Contractor at no cost to the Contracting Agency. 45 Water service interruptions, shut-offs, and connections shall be in accordance with Section 7- 09. Overhead lighting outages shall not exceed 24 hours. All cost to the Contractor for providing temporary overhead lighting to meet above requirements shall be incidental to the various unit and Lump sum items of the Contract; no separate payment will be made. In the event on an unplanned interruption of service, the Contractor shall be responsible for notifying the utility owner and customer immediately. The Contractor shall be solely responsible for repairing any broken utilities and/or services in a timely manner. 1-07.17(5) Resolution of Utility Conflicts (December 31, 2025, Renton GSP) Section 1-07.17(5) is a new section: In no way shall the work described under Resolution of Utility Conflicts relieve Contractor of any of the responsibilities described in Section 1-07.17 of the Standard Specifications and Special Provisions, and elsewhere in the Contract Documents. If or when utility conflicts occur, Contractor shall continue the construction process on other aspects of the project whenever possible. If “Resolution of utility conflicts” is included as a bid item in Section 10 -01, it shall be used to resolve any new identified utility conflicts not otherwise shown on the Contract Drawing or Specifications that are identified during the course of construction. 1-07.18 Public Liability and Property Damage Insurance Delete this section in its entirety, and replace it with the following: 1-07.18 Insurance (February 17, 2026, 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 46 coverage shall be maintained by the Contractor for a minimum of 36 months following the Completion Date or earlier termination of this Contract, and 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. I. Under no circumstances shall a wrap up policy be obtained, for either initiating or maintaining coverage, to satisfy insurance requirements for any policy required under this Section. A “wrap up policy” is defined as an insurance agreement or arrangement under which all the parties working on a specified or designated project are insured under one policy for liability arising out of that specified or designated project. 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 h erein: ▪ the Contracting Agency and its officers, elected officials, employees, agents, and volunteers 47 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 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. 48 5. All insurance coverage maintained or procured pursuant to this agreement shall be endorsed to waive subrogation against the Contracting Agency, its elected or appointed officers, agents, officials, employees, and volunteers or shall specifically allow the Contractor or others providing insurance evidence in compliance with these Specifications to waive their right of subrogation prior to a loss. The Contractor hereby waives its own right of subrogation against the Contracting Agency and shall require similar written express waivers and insurance clauses from each of its subcontractors. 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 th e event an additional insured incurs a liability subject to any policy’s deductibles or self-insured 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: $2,000,000 Each Occurrence $3,000,000 General Aggregate $3,000,000 Products & Completed Operations Aggregate 49 $2,000,000 Personal & Advertising Injury each offence $2,000,000 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. 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)J Pollution Liability ( January 4, 2016, APWA GSP) The Contractor shall provide a Contractors Pollution Liability policy, providing coverage for claims involving bodily injury, property damage (including loss of use of tangible property that has not been physically injured), cleanup costs, remediation, disposal or other handling of pollutants, including costs and expenses incurred in the investigation, defense, or settlement of claims, arising out of any one or more of the following: 1. Contractor’s operations related to this project. 50 2. Remediation, abatement, repair, maintenance or other work with lead-based paint or materials containing asbestos. 3. Transportation of hazardous materials away from any site related to this project. All entities listed under 1-07.18(2) of these Special Provisions shall be named by endorsement as additional insureds on the Contractors Pollution Liability insurance policy. Such Pollution Liability policy shall provide the following minimum limits: $1,000,000 each loss and annual aggregate 1-07.22 Use of Explosives (March 31, 2025, Renton GSP) Section 1-07.22 is supplemented by the following: Explosives shall not be used without specific authority of the Engineer, and then only under such restrictions as may be required by the proper authorities. The individual in charge of the blasting shall have a current Washington State Blaster Users License. The Contractor shall obtain, comply with, and pay for such permits and costs as are necessary in conjunction with blasting operations. 1-07.24 Rights of Way (April 22, 2025, 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 as described below. 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 51 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 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. 52 1-08 PROSECUTION AND PROGRESS 1-08.0 Preliminary Matters (March 31, 2026, Renton GSP ) Section 1-08.0 is a new section with subsection: 1-08.0(1) Preconstruction Conference Section 1-08.0(1) is a new subsection: The Engineer will furnish the Contractor with copies of the Contract Documents per Section 1- 02.2 “Plans and Specifications”. Additional documents may be furnished upon request at the cost of reproduction. Prior to undertaking each part of the Work the Con tractor shall carefully study and compare the Contract Documents, and check and verify pertinent figures shown therein and all applicable field measurements. The Contractor shall promptly report in writing to the Engineer any conflict, error, or discrepancy, which the Contractor may discover. After the Contract has been executed, but prior to the Contractor beginning the Work, a preconstruction conference will be held between the Contractor, the Engineer and such other interested parties as may be invited. The Contractor shall prepare and submit at the preconstruction meeting: 1. Contractor's plan of operation and progress schedule (3+ copies) 2. Approval of qualified subcontractors (bring list of subcontractors if different from list submitted with bid) 3. List of materials fabricated or manufactured off the project 4. Material sources on the project 5. Names of principal suppliers 6. Detailed equipment list, including “Rental Rate Blue Book” hourly costs (both working and standby rates) 7. Weighted wage rates for all employee classifications anticipated to be used on Project 8. Cost percentage breakdown for lump sum bid item(s) 9. Shop Drawings (bring preliminary list) 10. Traffic Control Plans (3+ copies) 11. Temporary Water Pollution/Erosion Control Plan 12. Apprenticeship Plans, when applicable 13. Other plans as required and described in the Mobilization Section 2-01. 53 In addition, the Contractor shall be prepared to address: 1. Bonds and insurance 2. Project meetings – schedule and responsibilities 3. Provision for inspection for materials from outside sources 4. Responsibility for locating utilities 5. Responsibility for damage 6. Time schedule for relocations, if by other than the Contractor 7. Compliance with Contract Documents 8. Acceptance and approval of Work 9. Labor compliance, payrolls, and certifications 10. Safety regulations for the Contractors’ and the Contracting Agency's employees and representatives 11. Suspension of Work, time extensions 12. Change order procedures 13. Progress estimates, procedures for payment 14. Special requirements of funding agencies 15. Construction engineering, advance notice of special Work 16. Any interpretation of the Contract Documents requested by the Contractor 17. Any conflicts or omissions in Contract Documents 18. Any other problems or questions concerning the Work 19. Processing and administration of public complaints 20. Easements and rights-of-entry 21. Other contracts The franchise utilities may be present at the preconstruction conference, and the Contractor should be prepared for their review and discussion of progress schedule and coordination. 1-08.0(2) Hours of Work Section 1-08.0(2) is a new subsection: 54 Except in the case of emergency or unless otherwise approved by the Contracting Agency, the normal straight time working hours for the Contract shall be any consecutive 8 -hour period between 7:00 a.m. and 6:00 p.m. of a working day with a maximum 1-hour lunch break and a 5- day Work week. The normal straight time 8-hour working period for the Contract shall be established at the preconstruction conference or prior to the Contractor commencing the Work. If the Contractor desires to perform Work before 7:00 a.m. or after 6:00 p.m. on any day, the Contractor shall apply in writing to the Engineer for permission to Work such times. Permission to Work longer than an 8-hour period between 7:00 a.m. and 6:00 p.m. is required. Such requests shall be submitted to the Engineer no later than noon on the working day prior to the day for which the Contractor is requesting permission to Work. The Contractor shall submit a Night Work and Noise Mitigation Plan for approval to work between the hours of 10:00 p.m. and 7:00 a.m. detailing the extent and need for night work, the equipment which will be used, including noise levels, and measures for reducing the impact of noise. Approval to work during these hours is subject to the Engineer’s discretion and may be revoked at any time the Contractor exceeds the Contracting Agency’s noise control regulations or complaints are received from the public or adjoining property owners regarding the noise from the Contractor’s operations. The Contractor shall have no claim for damages or delays should such permission be revoked for these reasons. Permission to Work nights, Saturdays, Sundays, holidays or other than the agreed upon normal straight time working hours Monday through Friday may be given subject to certain other conditions set forth by the Contracting Agency or the Engineer. These conditions may include but are not limited to: requiring the Engineer or such assistants as the Engineer may deem necessary to be present during the Work; requiring the Contractor to reimburse the Contracting Agency for the cost of engineering salaries paid Con tracting Agency employees who worked during such times; considering the Work performed on Saturdays, Sundays, and holidays as working days with regards to the Contract Time; and considering multiple Work shifts as multiple working days with respect to Contract Time even though the multiple shifts occur in a single 24-hour period. Assistants may include, but are not limited to, survey crews; personnel from the material testing labs; inspectors; and other Contracting Agency employees when in the opinion of th e Engineer such Work necessitates their presence. 1-08.0(3) Reimbursement for Overtime Work of Contracting Agency Employees Section 1-08.0(3) is a new subsection: Where the Contractor elects to Work on a Saturday, Sunday, holiday, or longer than an 8 -hour Work shift on a regular working day, as defined in the Standard Specifications, such Work shall be considered as overtime Work. On all such overtime Work an inspector will be present, and a survey crew may be required at the discretion of the Engineer. The Contractor shall reimburse the Contracting Agency for the full amount of the straight time plus overtime costs for employees and representative(s) of the Contracting Agency required to work overtime hours. The Contractor by these Specifications does hereby authorize the Engineer to deduct such costs from the amount due or to become due the Contractor. 55 1-08.1 Subcontracting (March 31, 2026, Renton GSP) Section 1-08.1 is supplemented as follows: Written requests for change in subcontractors shall be submitted by the Contractor to the Engineer at least 7 calendar days prior to start of a subcontractor's Work. The Contractor agrees that he/she is fully responsible to the Contracting Agency for the acts and omissions of all subcontractors and lower-tier subcontractors, and persons either directly or indirectly employed by the subcontractors, as well as for the acts and omissions of persons directly employed by the Contractor. The Contractor shall be required to give personal attention to the Work that is sublet. Nothing contained in the Contract Documents shall create any contractual relation between any subcontractor and the Contracting Agency. The Contractor shall be responsible for making sure all subcontractors submit all required documentation, forms, etc. 1-08.3 Progress Schedule (March 31, 2025, Renton GSP) Delete this section and replace it with the following: The progress schedule for the entire project shall be submitted 7 calendar days prior to the Preconstruction Conference. The schedule shall be prepared using the critical path method (CPM), preferably using Microsoft Project or equivalent software. The schedule shall contain this information, at a minimum: 1. Construction activities, in sufficient detail that all activities necessary to construct a complete and functional project are considered. Any activity that has a scheduled duration exceeding 30 calendar days shall be subdivided until no sub -element has a duration exceeding 30 calendar days. 6. The schedule shall clearly indicate the activities that comprise the critical path. For each activity not on the critical path, the schedule shall show the float, or slack, time. 2. Procurement of material and equipment. 3. Submittals requiring review by the Engineer. Submittal by the Contractor and review by the Engineer shall be shown as separate activities. 4. Work to be performed by a subcontractor, agent, or any third party. 5. Allowances for delays that could result from normal inclement weather (time extensions due to inclement weather will not be allowed). 6. Allowances for the time required by utilities (Contracting Agency’s and others) to locate, monitor, and adjust their facilities as required. 56 The Engineer may request the Contractor to alter the progress schedule when deemed necessary in the opinion of the Engineer, in the interest of public safety and welfare of the Contracting Agency, or for coordination with any other activity of other contractors, the availability of all or portions of the job site, or special provisions of this Contract, or to reasonably meet the completion date of the project. The Contractor shall provide such revised schedule within 10 days of request. If, at any time, in the opinion of the Engineer, the progress of construction falls significantly behind schedule, the Contractor may be required to submit a plan for regaining progress and a revised schedule indicating how the remaining Work items will be completed within the authorized contract time. The Contractor shall promptly report to the Engineer any conditions that the Contractor feels will require revision of the schedule and shall promptly submit proposed revisions in the progress schedule for acceptance by the Engineer. When such changes are accepted by the Engineer, the revised schedule shall be followed by the Contractor. Weekly Schedule. The Contractor shall submit a weekly progress schedule to the Engineer which sets forth specific Work to be performed the following week, and a tentative schedule for the second week. Failure to Maintain Progress Schedule. The Engineer will check actual progress of the Work against the progress schedule a minimum of two times per month. Failure, without just cause, to maintain progress in accordance with the approved schedule shall constitute a breach of Contract. If, through no fault of the Contractor, the proposed construction schedule cannot be met, the Engineer will require the Contractor to submit a revised schedule to the Engineer for acceptance. The approved revisions will thereafter, in all respects, apply in lieu of the original schedule. Failure of the Contractor to follow the progress schedule submitted and accepted, including revisions thereof, shall relieve the Contracting Agency of any and all responsibility for furnishing and making available all or any portion of the job site, and will relieve the Contracting Agency of any responsibility for delays to the Contractor in the performance of the Work. The cost of preparing the progress schedule, any supplementary progress schedules, and weekly schedules shall be considered incidental to the Contract and no other compensation shall be made. 1-08.4 Prosecution of Work Delete this section and replace it with the following: 1-08.4 Notice to Proceed and Prosecution of Work (February 17, 2026 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 bee n 57 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 2 -04.3. 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 (March 31, 2025, Renton GSP) The first five paragraphs of Section 1-08.5 are deleted and replaced with the following: The Work shall be physically completed in its entirety within the time specified in the Contract Documents or as extended by the Engineer. The Contract Time will be stated in “working days”, shall begin on the Notice To Proceed date, or the date identified in the Notice to Proceed as “the first working day”, and shall end on the Contract Completion date. A non-working day is defined as a Saturday, a Sunday, a day on which the Contract specifically suspends Work, or one of these holidays: January 1, third Monday of January, Memorial Day, Juneteenth, July 4, Labor Day, November 11, Thanksgiving Day, the day after Thanksgiving, and Christmas Day. The day before Christmas shall be a holiday when Christmas Day occurs on a Tuesday, Wednesday, or Friday. The day after Christmas shall be a holiday when Christmas Day occurs on a Monday or Thursday. When Christmas Day occurs on a Saturday, the two preceding working days shall be observed as holidays. When Christmas day occurs on a Sunday, the two working days following shall be observed as holidays. When holidays other than Christmas fall on a Saturday, the preceding Friday will be counted as a non-working day and when they fall on a Sunday the following Monday will be counted as a non-working day. The Contract Time has been established to allow for periods of normal inclement weather that, from historical records, is to be expected during the Contract Time, and during which periods, Work is anticipated to be performed. Each successive working day, beginning with the Notice to Proceed date and ending with the Physical Completion date, shall be charged to the Contra ct Time as it occurs except a day, or part of a day, which is designated a non -working day or an Engineer determined unworkable day. The Engineer will furnish the Contractor a weekly report showing (1) the number of working days charged against the Contract Time for the preceding week; (2) the Contract Time in working days; (3) the number of working days remaining in the Contract Time; (4) the number of non-working 58 days; and (5) any partial or whole days the Engineer declared unworkable the previous week. This weekly report will be correlated with the Contractor’s current approved progress schedule. If the Contractor elects to work 10 hours a day and 4 days a week (a 4-10 schedule), and the fifth day of the week in which a 4-10 shift is worked would ordinarily be charged as a working day, then the fifth day of that week will be charged as a working day whether or not the Contractor works on that day. The Contractor will be allowed 10 calendar days from the date of each report in which to file a written protest of an alleged discrepancy in the Contract Time as reported. Otherwise, the report will be deemed to have been accepted by the Contractor as correct. The requirements for scheduling the Final Inspection and establishing the Substantial Completion, Physical Completion, and Completion Dates are specified in Sections 1-05.11 and 1-05.12. Revise the sixth paragraph to read: 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 in DMCS of the amounts paid including the final payment confirmation to all firms required by Section 1-08.1(7)A if applicable 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 59 Section 1-08.5 is supplemented as follows: Within 10 calendar days after execution of the Contract by the Contracting Agency, the Contractor shall provide the Contracting Agency with copies of purchase orders for all equipment items deemed critical by the Contracting Agency, including but not limited to signal controller materials, lighting standards, and signal standards required for the physical completion of the Contract. Such purchase orders shall disclose the estimated delivery dates for the equipment. All items of Work that can be performed without delivery of the critical items shall start and be completed as soon as possible. At that time, the Engineer may suspend the Work upon request of the Contractor until the critical items are delivered to the Contractor, if the Contracting Agency received a purchase order within 10 calendar days after execution of the Contract by the Contracting Agency. The Contractor will be entitled to only one such suspension of time during the performance of the Work and during such suspension shall not perform any additional Work on the project. Upon delivery of the critical items, contract time will resume and continue to be charged in accordance with Section 1-08. 1-08.9 Liquidated Damages (February 17, 2026 APWA GSP, Option B) Revise the second and third paragraphs to read: Accordingly, the Contractor agrees: 1. To pay (according to the following formula) liquidated damages for each working day beyond the number of working days established for Physical Completion, and 2. To authorize the Engineer to deduct these liquidated damages from any money due or coming due to the Contractor. Liquidated Damages Formula LD=0.15C/T Where: LD = liquidated damages per working day (rounded to the nearest dollar) C = original Contract amount T = original time for Physical Completion 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, the formula for 60 liquidated damages shown above will not apply. For overruns in Contract time occurring after the Substantial Completion Date, liquidated damages shall be assessed on the basis of direct engineering and related costs assignable to the project until the actu al Physical Completion Date of all the Contract Work. The Contractor shall complete the remaining Work as promptly as possible. Upon request by the Engineer, the Contractor shall furnish a written schedule for completing the physical Work on the Contract. 1-08.11 Contractor's Plant and Equipment (March 31, 2026, Renton GSP) Section 1-08.11 is a new Section: The Contractor alone shall at all times be responsible for the adequacy, efficiency, and sufficiency of his and his subcontractor's plant and equipment. The Contracting Agency shall have the right to make use of the Contractor's plant and equipment in the performance of any Work on the site of the Work. The use by the Contracting Agency of such plant and equipment shall be considered as extra Work and paid for accordingly. Neither the Contracting Agency nor the Engineer assumes any responsibility, at any time, for the security of the site from the time the Contractor's operations have commenced until final acceptance of the Work by the Engineer and the Contracting Agency. The Contractor shall employ such measures as additional fencing, barricades, and watchmen service, as he deems necessary for the public safety and for the protection of the site and his plant and equipment. The Contracting Agency will be provided keys for all fenced, secured areas. 1-08.12 Attention to Work (March 31, 2025, Renton GSP) Section 1-08.12 is a new section: The Contractor shall give his personal attention to and shall supervise the Work to the end that it shall be prosecuted faithfully, and when he is not personally present on the Work site, he shall at all times be represented by a competent superintendent who shall have full authority to execute the same, and to supply materials, tools, and labor without delay, and who shall be the legal representative of the Contractor. The Contractor shall be liable for the faithful observance of any instructions delivered to him or to his authorized representative. 61 1-09 MEASUREMENT AND PAYMENT 1-09.1 Measurement of Quantities (March 31, 2025, Renton GSP) Section 1-09.1 is supplemented by adding the following: Lump Sum. The percentage of lump sum Work completed, and payment will be based on the cost percentage breakdown of the lump sum bid price(s) submitted at the preconstruction conference. The Contractor shall submit a breakdown of costs for each lump sum bid item. The breakdown shall list the items included in the lump sum together with a unit price of labor, materials, and equipment for each item. The summation of the detailed unit prices for each item shall add up to the lump sum bid. The unit price values may be used as a guideline for determining progress payments or deductions or additions in payment for ordered Work changes. Cubic Yard Quantities. The Contractor shall provide truck trip tickets for progress payments only in the following manner. Where items are specified to be paid by the cubic yard, the following tally system shall be used. All trucks to be employed on this Work will be measured to determine the volume of each truck. Each truck shall be clearly numbered, to the satisfaction of the Engineer, and there shall be no duplication of numbers. Duplicate tally tickets shall be prepared to accompany each truckload of material delivered on the project. All tickets received that do not contain the following information will not be processed for payment: 1. Truck number 2. Quantity and type of material delivered in cubic yards 3. Drivers name, date, and time of delivery 4. Location of delivery, by street and stationing on each street 5. Place for the Engineer to acknowledge receipt 6. Pay item number 7. Contract number and/or name It will be the Contractor's responsibility to see that a ticket is given to the Engineer on the project for each truckload of material delivered. Pay quantities will be prepared on the basis of said tally tickets. Loads will be checked by the Engineer to verify quantity shown on ticket. Quantities by Ton. It will be the Contractor's responsibility to see that a certified weight ticket is given to the Inspector on the project at the time of delivery of materials for each truckload delivered. Pay quantities will be prepared on the basis of said tally tickets, delivered to Inspector at time of delivery of materials. Tickets not receipted by Inspector will not be honored for payment. Each truck shall be clearly numbered to the satisfaction of the Engineer and there shall be no 62 duplication of numbers. Duplicate tickets shall be prepared to accompany each truckload of material delivered to the project. All tickets received that do not contain the following information will not be processed for payment: 1. Truck number 2. Truck tare weight (stamped at source) 3. Gross truckload weight in tons (stamped at source) 4. Net load weight (stamped at source) 5. Driver's name, date, and time of delivery 6. Location for delivery by street and stationing on each street 7. Place for the Engineer to acknowledge receipt 8. Pay item number 9. Contract number and/or name 1-09.3 Scope of Payment (December 31, 2025, Renton GSP) Section 1-09.3 is supplemented by adding the following: The bid items listed in Section 10-01 will be the only items for which compensation will be made for the Work described in each section of the Standard Specifications when the Contractor performs the specified Work. Should a bid item be listed in a “Payment” clause but not in the Proposal Form, and Work for that item is performed by the Contractor and the Work is not stated as included in or incidental to a pay item in the Contract and is not Work that would be required to complete the intent of the Contract per Section 1-04.1, then payment for that Work will be made as for Extra Work pursuant to a Change Order. The words “Bid Item,” “Contract Item,” and “Pay Item,” and similar terms used throughout the Contract Documents are synonymous. If the “payment” clause in the Specifications relating to any unit bid item price in the Proposal Form requires that said unit bid item price cover and be considered compensation for certain Work or material essential to the item, then the Work or material will not be measured or paid for under any other unit bid item which may appear elsewhere in the Proposal Form or Specifications. Pluralized unit bid items appearing in these Specifications are changed to singular form. Payment for bid items listed or referenced in the “Payment” clause of any particular section of 63 the Specifications shall be considered as including all of the Work required, specified, or described in that particular section. Payment items will generally be listed generically in the Specifications, and specifically in the bid form. When items are to be “furnished” under one payment item and “installed” under another payment item, such items shall be furnished FOB project site, or, if specified in the Special Provisions, delivered to a designated site. Materials to be “furnished,” or “furnished and installed” under these conditions, shall be the responsibility of the Contractor with regard to storage until such items are incorporated into the Work or, if such items are not to be incorporated into the Work, delivered to the applicable Contracting Agency storage site when provided for in the Specifications. Payment for material “furnished,” but not yet incorporated into the Work, may be made on monthly estimates to the extent allowed. 1-09.6 Force Account (December 30, 2022 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 the Engineer. 1-09.9 Payments (February 17, 2026 APWA GSP, Option B) Delete the fourth paragraph and replace it with the following: Progress payments for completed Work and material on hand will be based upon progress estimates prepared by the Engineer. A progress estimate cutoff date will be established at the preconstruction 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 payment. The progress estimates are subject to change at any time prior to the calculation of the Final Payment. The value of the progress estimate will be the sum of the following: 1. Unit Price Items in the Bid Form — the approximate quantity of acceptable units of Work completed multiplied by the unit price. 2. Lump Sum Items in the Bid Form — based on the approved Contractor’s lump sum breakdown for that item, or absent such a breakdown, based on the Engineer’s determination. 64 3. Materials on Hand — 100 percent of invoiced cost of material delivered to Job site or other storage area approved by the Engineer. 4. Change Orders — entitlement for approved extra cost or completed extra Work as determined by the Engineer. Progress payments will be made in accordance with the progress estimate less: 1. Retainage per Section 1-09.9(1), 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. The sixth paragraph of Section 1-09.9 is deleted. (March 31, 2025, Renton GSP) Section 1-09.9 is supplemented as follows: Applications for payment shall be itemized and supported to the extent required by the Engineer by receipts or other vouchers showing payment for materials and labor, payments to subcontractors, and other such evidence of the Contractor's right to payment as the Engineer may direct, including “red line” as-built drawings showing work installed by the contractor during the progress payment period. The Contractor shall submit a progress report with each monthly request for a progress payment. The progress report shall indicate the estimated percent complete for each activity listed on the progress schedule (see Section 1-08.3) and a revised and updated schedule to reflect the most current project completion date. 1-09.9(1) Retainage (March 31, 2026, Renton GSP) Section 1-09.9(1) is supplemented as follows: The retained amount shall be released as stated in the Standard Specifications if no claims have been filed against such funds as provided by law, and if the Contracting Agency has no unsatisfied claims against the Contractor. In the event claims are filed, the Contracting Agency shall withhold, until such claims are satisfied, a sum sufficient to satisfy all claims and to pay attorney's fees. In addition, the Contracting Agency shall withhold such amount as is required to 65 satisfy any claims by the Contracting Agency against the Contractor, until such claims have been finally settled. Neither the final payment nor any part of the retained percentage shall become due until the Contractor, if requested, delivers to the Contracting Agency a complete release of all liens arising out of this Contract, or receipts in full in lieu thereof, and, if required in either case, an affidavit that so far as the Contractor has knowledge or information, the release and receipts include all labor and materials for which a lien could be filed: but the Contractor may, if any subcontractor refuses to furnish a release or receipt in full, furnish a bond satisfactorily to the Engineer to indemnify the Contracting Agency against the lien. If any lien remains unsatisfied after all payments are made, the Contractor shall reimburse to the Contracting Agency all monies that the latter may be compelled to pay in discharging such lien, including all costs and reasonable engineer's and attorney's fees. 1-09.9(2) Contracting Agency’s Right to Withhold and Disburse Certain Amounts (March 31, 2025, Renton GSP) Section 1-09.9(2) is a new section: In addition to monies retained pursuant to RCW 60.28 and subject to RCW 39.04.250, RCW 39.12 and RCW 39.76, the Contractor authorizes the Engineer to withhold progress payments due or deduct an amount from any payment or payments due the Contractor which, in the Engineer’s opinion, may be necessary to cover the Contracting Agency’s costs for or to remedy the following situations: 1. Damage to another contractor when there is evidence thereof and a claim has been filed. 2. Where the Contractor has not paid fees or charges to public authorities of municipalities, which the Contractor is obligated to pay. 3. Utilizing material tested and inspected by the Engineer, for purposes not connected with the Work (Section 1-05.6). 4. Landscape damage assessments per Section 1-07.16. 5. For overtime Work performed by City personnel per Section 1-08.0(3). 6. Anticipated or actual failure of the Contractor to complete the Work on time: a. Per Section 1-08.9 Liquidated Damages; or b. Lack of construction progress based upon the Engineer’s review of the Contractor’s approved progress schedule, which indicates the Work will not be complete within the contract time. When calculating an anticipated time overrun, the Engineer will make allowances for weather delays, approved unavoidable delays, and suspensions of the Work. The amount withheld under this subparagraph will be based upon the liquidated damages amount per day set forth in Contract Documents multiplied by the number of days the Contractor’s approved progress schedule, in the opinion of the Engineer, indicates the Contract may exceed the Contract Time. 66 7. Failure of the Contractor to perform any of the Contractor’s other obligations under the Contract, including but not limited to: a. Failure of the Contractor to provide the Engineer with a field office when required by the Contract Provisions. b. Failure of the Contractor to protect survey stakes, markers, etc., or to provide adequate survey Work as required by Section 1-05.4. c. Failure of the Contractor to correct defective or unauthorized Work (Section 1-05.7). d. Failure of the Contractor to furnish a Manufacturer’s Certificate of Compliance in lieu of material testing and inspection as required by Section 1-06.3. e. Failure to submit weekly payrolls, Intent to Pay Prevailing Wage forms, or correct underpayment to employees of the Contractor or subcontractor of any tier as required by Section 1-07.9. f. Failure of the Contractor to pay worker’s benefits (Title 50 and Title 51 RCW) as required by Section 1-07.10. g. Failure of the Contractor to submit and obtain approval of a progress schedule per Section 1-08.3. The Contractor authorizes the Engineer to act as agent for the Contractor disbursing such funds as have been withheld pursuant to this Section to a party or parties who are entitled to payment. Disbursement of such funds, if the Engineer elects to do so will be made only after giving the Contractor 15 calendar days prior written notice of the Contracting Agency’s intent to do so, and if prior to the expiration of the 15-calendar day period, 1. No legal action has commenced to resolve the validity of the claims, and 2. The Contractor has not protested such disbursement. A proper accounting of all funds disbursed on behalf of the Contractor in accordance with this Section will be made. A payment made pursuant to this section shall be considered as payment made under the terms and conditions of the Contract. The Contracting Agency shall not be liable to the Contractor for such payment made in good faith. 1-09.9(3) Final Payment (March 31, 2025, Renton GSP) Section 1-09.9(2) is a new section: Upon Acceptance of the Work by the Contracting Agency, the final amount to be paid the Contactor will be calculated based upon a Final Progress Estimate made by the Engineer. Acceptance by the Contractor of the final payment shall be and shall operate as a release: 1. To the Contracting Agency of all claims and all liabilities of the Contractor, other than 67 claims in stated amounts as may be specifically accepted in writing by the Contractor; 2. For all things done or furnished in connection with the Work; 3. For every act and neglect by the Contracting Agency; and 4. For all other claims and liability relating to or arising out of the Work. A payment (monthly, final, retainage, or otherwise) shall not release the Contractor or the Contractor’s Surety from any obligation required under the terms of the Contract Documents or the Contract Bond; nor shall such payment constitute a waiver of the C ontracting Agency’s ability to investigate and act upon findings of non-compliance with the WMBE requirements of the Contract; nor shall such payment preclude the Contracting Agency from recovering damages, setting penalties, or obtaining such other remedies as may be permitted by law. Before the Work will be accepted by the Contracting Agency, the Contractor shall submit an affidavit, on the form provided by the Engineer, of amounts paid to certified disadvantaged (DB), minority (MBE) or women business enterprises (WBE) participating in the Work. Such affidavit shall certify the amounts paid to the DB, MBE or WBE subcontractors regardless of tier. On federally funded projects the Contractor may also be required to execute and furnish the Contracting Agency an affidavit certifying that the Contractor has not extended any loans, gratuity or gift and money pursuant to Section 1-07.19 of these Specifications. If the Contractor fails, refuses, or is unable to sign and return the Final Progress Estimate or any other documents required for the final acceptance of the Contract, the Contracting Agency reserves the right to establish a completion date and unilaterally accept the Contract. Unilateral acceptance will occur only after the Contractor has been provided the opportunity, by written request from the Engineer, to voluntarily submit such documents. If voluntary compliance is not achieved, formal notification of the impending unilateral acceptance will be provided by certified letter from the Engineer to the Contractor that will provide 30 calendar days for the Contractor to submit the necessary documents. The 30-calendar day deadline shall begin on the date of the postmark of the certified letter from the Engineer requesting the necessary documents. This reservation by the Contracting Agency to unilaterally accept the Contract will apply to contracts that are completed in accordance with Section 1-08.5 for contracts that are terminated in accordance with Section 1-08.10. Unilateral acceptance of the Contract by the Contracting Agency does not in any way relieve the Contractor of the provisions under contract or of the responsibility to comply with all laws, ordinances, and federal, state, and local regulations that affect the Contract. The date the Contracting Agency unilaterally signs the Final Progress Estimate constitutes the final acceptance date (Section 1-05.12). 1-09.11 Disputes and Claims 1-09.11(3) Time Limitations and Jurisdiction (December 30, 2022 APWA GSP) Revise this section to read: 68 For the convenience of the parties to the Contract it is mutually agreed by the parties that all 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 all 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 all such claims or causes of action. It is further mutually agreed by the parties that when claims or causes of action which the Contractor asserts against the Contracting Agency arising from the Contract are filed with the Contracting Agency or initiate d in court, the Contractor shall permit the Contracting Agency to have timely access to all records deemed necessary by the Contracting Agency to assist in evaluating the claims or action. 1-09.13 Claims and Resolutions 1-09.13(1) Conditions Precedent to Binding Arbitration or Litigation 1-09.13(1)A General (December 30, 2022 APWA GSP) Revise this section to read: Prior to seeking claims resolution through arbitration or litigation, the Contractor shall proceed in accordance with Sections 1-04.5 and 1-09.11. The provisions of Sections 1-04.5 and 1-09.11 must be complied with in full as a condition precedent to the Contractor’s right to seek claim resolution through binding arbitration or litigation. Any claims or causes of action which the Contractor has against the Contracting Agency arising from the Contract shall be resolved, as prescribed herein, through binding arbitration or litigation. The Contractor and the Contracting Agency mutually agree that those claims or causes of action which total $1,000,000 or less, which are not resolved by mediation, shall be resolved through litigation unless the parties mutually agree in writing to resolve the claim through binding arbitration. The Contractor and the Contracting Agency mutually agree that those claims or causes of action in excess of $1,000,000, which are not resolved by mediation, shall be resolved through litigation unless the parties mutually agree in writing to resolve the claim through binding arbitration. 1-09.13(3) Claims $250,000 or Less (March 31, 2025, Renton 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 69 or less, submitted in accordance with Section 1-09.11 and not resolved by nonbonding ADR processes, shall be resolved through litigation, unless the parties mutually agree in writing to resolve the claim through binding arbitration. 1-09.13(3)A Arbitration General (January 19, 2022 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 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. 1-09.13(3)B Procedures to Initiate Arbitration (March 31, 2025, Renton GSP) Section 1-09.13(3)B is supplemented by adding: The findings and decision of the board of arbitrators shall be final and binding on the parties, unless the aggrieved party, within 10 days, challenges the findings and decision by serving and filing a petition for review by the superior court of King Coun ty, Washington. The grounds for the petition for review are limited to showing that the findings and decision: 1. Are not responsive to the questions submitted; 2. Is contrary to the terms of the contract or any component thereof; 3. Is arbitrary and/or is not based upon the applicable facts and the law controlling the issues submitted to arbitration. The board of arbitrators shall support its decision by setting forth in writing their findings and conclusions based on the evidence ad duced at any such hearing. The arbitration shall be conducted in accordance with the statutes of the State of Washington and court decisions governing such procedure. The costs of such arbitration shall be borne equally by the City and the Contractor unless it is the board's majority opinion that the Contractor's filing of the protest or action is capricious or without reasonable foundation. In the latter case, all costs shall be borne by the Contractor. 70 1-11 RENTON SURVEYING STANDARDS (March 31, 2025, Renton GSP) The following is a new section with new subsections: 1-11.1(1) Responsibility for Surveys All surveys and survey reports shall be prepared under the direct supervision of a person registered to practice land surveying under the provisions of Chapter 18.43 RCW. All surveys and survey reports shall be prepared in accordance with the requirements established by the Board of Registration for Professional Engineers and Land Surveyors under the provisions of Chapter 18.43 RCW. 1-11.1(2) Survey Datum and Precision The horizontal component of all surveys shall have as its coordinate base: The North American Datum of 1983/91. All horizontal control for projects must be referenced to or in conjunction with a minimum of two of the City of Renton's Survey Control Network monuments. The source of the coordinate values used will be shown on the survey drawing per RCW 58.09.070. The horizontal component of all surveys shall meet or exceed the closure requirements of WAC 332-130-060. The control base lines for all surveys shall meet or exceed the requirements for a Class A survey revealed in Table 2 of the Minimum Standard Detail Requirements for ALTA/ACSM Land Title Surveys jointly established and adopted by ALTA and ACSM in 1992 or comparable classification in future editions of said document. The angular and linear closure and precision ratio of traverses used for survey control shall be revealed on the face of the survey drawing, as shall the method of adjustment. The horizontal component of the control system for surveys using global positioning system methodology shall exhibit at least 1 part in 50,000 precision in line length dependent error analysis at a 95 percent confidence level and performed pursuant to Federal Geodetic Control Subcommittee Standards for GPS control surveys as defined in Geometric Geodetic Accuracy Standards & Specifications for Using GPS Relative Positioning Techniques dated August 1, 1989, or comparable classification in future editions of said document. The vertical component of all surveys shall be based on NAVD 1988, the North American Vertical Datum of 1988, and tied to at least one of the City of Renton Survey Control Network benchmarks. If there are two such benchmarks within 3000 feet of the project site a tie to both shall be made. The benchmark(s) used will be shown on the drawing. If a City of Renton benchmark does not exist within 3000 feet of a project, one must be set on or near the project in a permanent manner that will remain intact throug hout the duration of the project. Source of elevations (benchmark) will be shown on the drawing, as well as a description of any benchmarks established. 1-11.1(3) Subdivision Information Those surveys dependent on section subdivision shall reveal the controlling monuments used and the subdivision of the applicable quarter section. 71 Those surveys dependent on retracement of a plat or short plat shall reveal the controlling monuments, measurements, and methodology used in that retracement. 1-11.1(4) Field Notes Field notes shall be kept in conventional format in a standard bound field book with waterproof pages. In cases where an electronic data collector is used field notes must also be kept with a sketch and a record of control and base line traverses describing station occupations and what measurements were made at each point. Every point located or set shall be identified by a number and a description. Point numbers shall be unique within a complete job. The preferred method of point numbering is field notebook, page, and point set on that page. Example: The first point set or found on page 16 of field book 348 would be identified as Point No. 348.16.01, the second point would be 348.16.02, etc. Upon completion of a City of Renton project, either the field notebook(s) provided by the City or the original field notebook(s) used by the Surveyor will be given to the City. For all other Work, Surveyors will provide a copy of the notes to the City upon request. In those cases where an electronic data collector is used, a hard copy print out in ASCII text format will accompany the field notes. 1-11.1(5) Corners and Monuments Corner: A point on a land boundary, at the juncture of two or more boundary lines. A monument is usually set at such points to physically reference a corner's location on the ground. Monument: Any physical object or structure of record, which marks or accurately references: 1. A corner or other survey point established by or under the supervision of an individual per Section 1-11.1(1) and any corner or monument established by the General Land Office and its successor the Bureau of Land Management including section subdivision corners down to and including one-sixteenth corners; and 2. Any permanently monumented boundary, right-of-way alignment, or horizontal and vertical control points established by any governmental agency or private surveyor including street intersections but excluding dependent interior lot corners. 1-11.1(6) Control or Base Line Survey Control or Base Line Surveys shall be established for all construction projects that will create permanent structures such as roads, sidewalks, bridges, utility lines or appurtenances, signal or light poles, or any non-single-family building. Control or Base Line Surveys shall consist of such number of permanent monuments as are required such that every structure may be observed for staking or "as-builting" while occupying one such monument and sighting another such monument. A minimum of two of these permanent monuments shall be existing monuments, recognized and on record with the City of Renton. The Control or Base Line Survey shall occupy each monument in turn and shall satisfy all applicable requirements of Section 1-11.1 herein. The drawing depicting the survey shall be neat, legible, and drawn to an appropriate scale. North orientation should be clearly presented, and the scale shown graphically as well as noted. The drawing must be of such quality that a reduction thereof to o ne-half original scale remains 72 legible. If recording of the survey with the King County Recorder is required, it will be prepared on 18-inch by 24-inch mylar and will comply with all provisions of Chapter 58.09 RCW. A photographic mylar of the drawing will be submitted to the City of Renton and, upon their review and acceptance per the specific requirements of the project, the original will be recorded with the King County Recorder. If recording is not required, the survey drawing shall be prepared on 22-inch by 34-inch mylar, and the original or a photographic mylar thereof will be submitted to the City of Renton. The survey drawings shall meet or exceed the requirements of WAC 332-130-050 and shall conform to the City of Renton's Drafting Standards. American Public Works Association symbols shall be used whenever possible, and a legend shall identify all symbols used if each point marked by a symbol is not described at each use. An electronic listing of all principal points shown on the drawing shall be submitted with each drawing. The listing should include the point number designation (corresponding with that in the field notes), a brief description of the point, and northing, easting, and elevation (if applicable) values, all in ASCII format, on IBM PC compatible media. 1-11.1(7) Precision Levels Vertical Surveys for the establishment of benchmarks shall satisfy all applicable requirements of Sections 1-05 and 1-11.1. Vertical surveys for the establishment of benchmarks shall meet or exceed the standards, Specifications, and procedures of third order elevation accuracy established by the Federal Geodetic Control Committee. Benchmarks must possess both permanence and vertical stability. Descriptions of benchmarks must be complete to insure both recoverability and positive identification on recovery. 1-11.1(8) Radial and Station -- Offset Topography Topographic surveys shall satisfy all applicable requirements of Section 1-11.1 herein. All points occupied or back sighted in developing radial topography or establishing baselines for station-offset topography shall meet the requirements of Section 1-11.1 herein. The drawing and electronic listing requirements set forth in Section 1-11.1 herein shall be observed for all topographic surveys. 1-11.1(9) Radial Topography Elevations for the points occupied or back sighted in a radial topographic survey shall be determined either by, 1) spirit leveling with misclosure not to exceed 0.1 feet or Federal Geodetic Control Committee third order elevation accuracy Specifications, OR 2) trigonometric leveling with elevation differences determined in at least two directions for each point and with misclosure of the circuit not to exceed 0.1 feet. 1-11.1(10) Station--Offset Topography 73 Elevations of the baseline and topographic points shall be determined by spirit leveling and shall satisfy Federal Geodetic Control Committee Specifications as to the turn points and shall not exceed 0.1 foot's error as to side shots. 1-11.1(11) As-Built Survey All improvements required to be "as-built" (post construction survey) per City of Renton Codes, TITLE 4 Building Regulations and TITLE 9 Public Ways and Property, must be located both horizontally and vertically by a Radial survey or by a Station offset survey. The "as-built" survey must be based on the same base line or control survey used for the construction staking survey for the improvements being "as-built". The "as-built" survey for all subsurface improvements should occur prior to backfilling. Close cooperation between the installing Contractor and the "as-builting" surveyor is therefore required. All "as-built" surveys shall satisfy the requirements of Section 1-11.1(1) herein and shall be based upon control or base line surveys made in conformance with these Specifications. The field notes for "as-built" shall meet the requirements of Section 1-11.1(4) herein and submitted with stamped and signed "as -built" drawings which includes a statement certifying the accuracy of the "as-built". The drawing and electronic listing requirements set forth in Section 1-11.1(6) herein shall be observed for all "as-built" surveys. 1-11.1(12) Monument Setting and Referencing All property or lot corners, as defined in 1-11.1(5), established or reestablished on a plat or other recorded survey shall be referenced by a permanent marker at the corner point per 1-11.2(1). In situations where such markers are impractical or in danger of being destroyed, e.g., the front corners of lots, a witness marker shall be set. In most cases, this will be the extension of the lot line to a tack in lead in the curb. The relationship between the witness monuments and their respective corners shall be shown or described on the face of the plat or survey of record, e.g., “Tacks in lead on the extension of the lot side lines have been set in the curbs on the extension of said line with the curb." In all other cases the corner shall meet the requirements of Section 1- 11.2(1) herein. All non-corner monuments, as defined in 1-11.1(5), shall meet the requirements of Section 1- 11.2(2) herein. If the monument falls within a paved portion of a right-of-way or other area, the monument shall be set below the ground surface and contained with in a lidded case kept separate from the monument and flush with the pavement surface, per Section 1-11.2(3). In the case of right-of-way centerline monuments all points of curvature (PC), points of tangency (PT), street intersections, center points of cul-de-sacs shall be set. If the point of intersection (PI) for the tangents of a curve fall within the paved portion of the right-of-way, a monument can be set at the PI instead of the PC and PT of the curve. For all non-corner monuments set while under contract to the City of Renton or as part of a City of Renton approved subdivision of property, a City of Renton Monument Card (furnished by the city) identifying the monument; point of intersection (PI), point of tangency (PT), point of curvature (PC), one-sixteenth corner, Plat monument, street intersection, etc., complete with a 74 description of the monument, a minimum of two reference points and NAD 83/91 coordinates, and NAVD 88 elevation shall be filled out and filed with the city. 1-11.2 Materials 1-11.2(1) Property/Lot Corners Corners per 1-11.1(5) shall be marked in a permanent manner such as 1/2-inch diameter rebar 24 inches in length, durable metal plugs or caps, tack in lead, etc., and permanently marked or tagged with the surveyor's identification number. The specific nature of the marker used can be determined by the surveyor at the time of installation. 1-11.2(2) Monuments Monuments per 1-11.1(5) shall meet the requirements as set forth in City of Renton Standard Plans page H031 and permanently marked or tagged with the surveyor's identification number. 1-11.2(3) Monument Case and Cover Materials shall meet the requirements of Section 9-22 and City of Renton Standard Plans page H031. 75 DIVISION 2 TEMPORARY FEATURES 2-01 MOBILIZATION 2-01.3 Construction Requirements (March 31, 2026, Renton GSP) Section 2-01.3 is supplemented as follows: Mobilization shall also include, but not be limited to, the following items: the movement of Contractor's personnel, equipment, supplies, and incidentals to the project site; the establishment of an office, buildings, and other facilities necessary for Wor k on the project; providing sanitary facilities for the Contractor's personnel; and obtaining permits or licenses required to complete the project not furnished by the Contracting Agency. 2-01.3(1) Mobilization Plan (March 31, 2026, Renton GSP) Section 2-01.3(1) is a new section as follows: The Contractor shall prepare a Mobilization Plan showing the proposed location for storage of all equipment and material proposed to be located at the site. Storage shall not interfere with use of the City ROW and commercial and residential access. For any proposed storage on private property outside the easement or work area, the Contractor shall obtain a Temporary Use Permit for storage areas on private property. The Contractor shall be responsible for all fees, applications, and work needed to obtain the permit. The Contractor shall allow 3 to 4 weeks to obtain the Temporary Use Permit from the City. 2-01.3(2) Project Work Plan (CC, PSP) Section 2-01.3(2) is a new section as follows: The Contractor shall prepare a Project Work Plan that shall include the following: A. CIPP Lining Plan per section 7-21.1(4) B. Spill Prevention Plan per section 1-07.15(1) C. Traffic Control Plan, including provisions for cleaning and sweeping of any impacted roadways. Schematic WSDOT Work Zone Typical Traffic Control Plans are provided in the drawings. Site specific Traffic Control Plans must be provided by the Contactor per Standard Specification Section 2-04. D. Identify Disposal Sites for various waste materials and provide copies of the site’s permits, licenses, and approvals. E. Pedestrian Handling Plan. The Work Plan shall be submitted to the City for review and approval within 20 days of the contract award. 76 2-01.5 Payment (March 31, 2026, Renton GSP) Section 2-01.5 is deleted and replaced with: Payment will be made per Bid Item for Mobilization & Demobilization. 2-03 PUBLIC CONVENIENCE AND SAFETY 2-03.3 Construction Requirements 2-03.3(1) Construction Under Traffic (March 31, 2026, Renton GSP) Section 2-03.3(1) is supplemented by adding the following: The Contractor shall be responsible for controlling dust and mud within the project limits and on any street, which is utilized by his equipment for the duration of the project. The Contractor shall be prepared to use watering trucks, power sweepers, and other pieces of equipment as deemed necessary by the Engineer, to avoid creating a nuisance. Dust and mud control shall be considered as incidental to the project and no compensation will be made for this section. Complaints of dust, mud, or unsafe practices and/or property damage to private ownership will be transmitted to the Contractor and prompt action in correcting them will be required by the Contractor. The Contractor shall maintain the roads during construction in a suitable condition to minimize affects to vehicular and pedestrian traffic. All cost to maintain the roads shall be borne by the Contractor. At least one lane of one-way traffic shall be maintained on all streets within the project limits during working hours except at specific locations noted in the plans or special provisions. One lane shall be provided in each direction for all streets during non-working hours except at specific locations noted in the plans or special provisions. The Contractor shall provide one drivable roadway lane and maintain convenient access for local and commuter traffic to driveways, businesses, and buildings along the line of Work throughout the course of the project. Such access shall be maintained as near as possible to that which existed prior to the commencement of construction. This restriction shall not apply to the paving portion of the construction process. The Contractor shall notify and coordinate with all property owners and tenants of street closures, or other restrictions which may interfere with their access at least 24 hours in advance for single-family residential property, and at least 48 hours in ad vance for apartments, offices, and commercial property. The Contractor shall give a copy of all notices to the Engineer. 77 When the abutting owners’ access across the right-of-way line is to be eliminated and replaced under the Contract by other access, the existing access shall not be closed until the replacement access facility is available. All unattended excavations shall be properly barricaded and covered at all times. The Contractor shall not open any trenches that cannot be completed and refilled that same day. Trenches shall be patched or covered by a temporary steel plate, at the Contractor’s expense, except in areas where the roadway remains closed to public traffic. Steel plates must be anchored. 2-04 TEMPORARY TRAFFIC CONTROL 2-04.1 Description (March 31, 2026, Renton GSP) Delete this section and replace it with the following: 2-04.1 General The Contractor shall provide flaggers, signs, and other traffic control devices not otherwise specified as being furnished by the Contracting Agency. The Contractor shall erect and maintain all construction signs, warning signs, detour signs, and other traffic control devices necessary to warn and protect the public at all times from injury or damage as a result of the Contractor’s operations which may occur on highways, roads, streets, sidewalks, or paths. No Work shall be done on or adjacent to any traveled way until all necessary signs and traffic control devices are in place. When the bid proposal includes an item for “Traffic Control,” the Work required for this item shall be all items described in Section 2-04, including, but not limited to: 1. Furnishing and maintaining barricades, flashers, construction signing, and other channelization devices, unless a pay item is in the bid proposal for any specific device and the Special Provisions specify furnishing, maintaining, and payment in a different manner for that device; 2. Furnishing traffic control labor, equipment, and supervisory personnel for all traffic control labor; 3. Furnishing any necessary vehicle(s) to set up and remove the Class B construction signs and other traffic control devices; 4. Furnishing labor and vehicles for patrolling and maintaining in position all of the construction signs and the traffic control devices, unless a pay item is in the bid proposal to specifically pay for this Work; and 5. Furnishing labor, material, and equipment necessary for cleaning up, removing, and replacing of the construction signs and the traffic control devices destroyed or damaged during the life of the project. 6. Removing existing signs as specified or as directed by the Engineer and delivering to the 78 City Shops or storing and reinstalling as directed by the Engineer. 7. Preparing a traffic control plan for the project and designating the person responsible for traffic control at the Work site. The traffic control plan shall include descriptions of the traffic control methods and devices to be used by the prime Contractor, and subcontractors, shall be submitted at or before the preconstruction conference, and shall be subject to review and approval of the Engineer. Temporary traffic control plans shall be prepared by a qualified Traffic Control Supervisor. 8. Contacting police, fire, 911, and ambulance services to notify them in advance of any Work that will affect and traveled portion of a roadway. 9. Assuring that all traveled portions of roadways are open to traffic outside of working hours as specified in Section 1-08.0(2), subject to the limitations and allowances specified in Section 2-04.3(7) and the conditions of the traffic control permit, or as directed by the Engineer. 10. Promptly removing or covering all non-applicable signs during periods when they are not needed. If no bid item “Traffic Control” appears in the proposal, then all Work required by these sections will be considered incidental and their cost shall be included in the other items of Work. If the Engineer requires the Contractor to furnish additional channelizing devices, pieces of equipment, or services, which could not be usually anticipated, by a prudent Contractor for the maintenance and protection of traffic, then a new item or items ma y be established to pay for such items. Further limitations for consideration of payment for these items are that they are not covered by other pay items in the bid proposal, they are not specified in the Special Provisions as incidental, and the accumulative cost for the use of each individual channelizing device, piece of equipment, or service must exceed $200 in total cost for the duration of their need. In the event of disputes, the Engineer will determine what is usually anticipated by a prudent Contractor. The cost for these items will be by agreed price, price established by the Engineer, or by force account. If the total cost of all the Work under the Contract increases or decreases by more than 25 percent, an equitable adjustment will be considered for the item “Traffic Control” to address the increase or decrease. Traffic control and maintenance for the safety of the traveling public on this project shall be the sole responsibility of the Contractor and all methods and equipment used will be subject to the approval of the Contracting Agency. Traffic control plans, traffic control devices, and their use shall conform to City of Renton standards and the Manual on Uniform Traffic Control Devices (MUTCD). The Contractor shall not proceed with any construction until proper traffic control has been provided to the satisfaction of the Engineer. Any days lost due to improper traffic control will be charged against the Contractor’s allowable contract time and shall not be the cause for a claim for extra days to complete the Work. 79 2-04.3 Construction Requirements 2-04.3(1) Traffic Control Management 2-04.3(1)B Traffic Control Supervisor (TCS) (March 31, 2026, Renton GSP) Section 2-04.3(1)B is supplemented as follows: Only training with WSDOT TCS card and WSDOT training curriculum is recognized in the State of Washington. The Traffic Control Supervisor shall be certified by one of the following: The Northwest Laborers-Employers Training Trust 27055 Ohio Ave. Kingston, WA 98346 (360) 297-3035 Evergreen Safety Council 12545 135th Ave. NE Kirkland, WA 98034-8709 1-800-521-0778 or (425) 814-3868 The American Traffic Safety Services Association 15 Riverside Parkway, Suite 100 Fredericksburg, Virginia 22406-1022 Training Dept. Toll Free (877) 642-4637 Phone: (540) 368-1701 2-04.3(2) Traffic Control Plans (March 31, 2026, Renton GSP) Section 2-04.3(2) is supplemented as follows: The Contractor shall be responsible for assuring that traffic control is installed and maintained in conformance to established standards. The Contractor shall continuously evaluate the operation of the traffic control plan and take prompt action to correct any problems that become evident during operation. TCP’s shall be prepared by a certified Traffic Control Supervisor (TCS), certified Traffic Control Design Specialist or licensed Professional Traffic Operations Engineer, using traffic control software (or other software modified to clearly show all aspects of the traffic control zone). The certified party shall stamp or affix their name, current certification number, expiration date and contact information on the plans. Traffic control plans shall include pedestrian traffic control for sidewalk closures and incorporate the constraints and requirements described elsewhere in these Special Provisions. All pedestrian routes shall be maintained to meet ADA standards to the maximum extent feasible. 80 Detour routes shall provide access around construction and shall also include direction back into the downtown core to maintain local access to all businesses. 2-04.3(4) Traffic Control Labor (March 31, 2026, Renton GSP) Section 2-04.3(4) is supplemented as follows: At the end of each working day, provisions shall be made for the safe passage of traffic and pedestrians during non-working hours. Barricades shall be reflectorized as specified in Part VI of the MUTCD and shall be 3M -diamond grade or equivalent approved by the Engineer. Barricades shall also be equipped with flashers during hours of darkness. Drivers of motor vehicles used in connection with the construction shall obey traffic rules posted for such location in the same manner and under the same restrictions as provided for the drivers of private vehicles. The Contractor shall conduct the work in such a manner as will obstruct and inconvenience vehicular and pedestrian traffic as little as possible. The streets, sidewalks and private driveways shall be kept open by the Contractor except for the brief periods when actual work is being done. The Contractor shall so conduct his operations so as to have under construction no greater length or amount of work than Contractor can prosecute vigorously and Contractor shall not open up sections of the work and leave th em in an unfinished condition. See Section 2-03.3(1) for additional driveway closure requirements. The Contractor shall provide traffic cones, barricades, and drums, with warning lights in sufficient number and in good condition as required to protect the work and the public throughout the length of the job. Traffic Safety Drums with flashers in additio n to temporary striping will be used to channelize traffic through construction zones. Opposing lanes of traffic will be separated by pylons when clearance for drums is not adequate. All signing and channelization shall be per current MUTCD standards. Temporary paint striping, reflective marking tape, and/or retroreflective tubular markers shall be required for each shift of traffic control. The Contractor shall provide temporary striping, reflective marking tape, and/or retroreflective tubular markers as required at the direction of the Engineer. Paint, reflective marking tape, and/or retroreflective tubular markers used for temporary striping shall meet the requirement of Section 8-23 of the Specifications. 2-04.3(4)B Other Traffic Control Labor (March 31, 2026, Renton GSP) Delete Section 2-04.3(4)B and replace with the following: The Contractor shall use an off-duty Uniformed Police Officer to direct traffic when the traffic control plan requires disruptions or modifications to the operation of traffic at a signalized 81 intersection, or as directed by the Engineer. Uniformed Police Officers are not required if traffic signals are set to all-way stop or are turned off and covered. The off-duty police officer shall be in addition to all other personnel required for traffic control. The Contractor is responsible for the properly scheduling of off-duty officers and shall be responsible for any charges assessed due to insufficient time in canceling off-duty officers, except in situations outside of the Contractor’s control. The off-duty uniformed police officer hours, as stated in the proposal are the City’s estimate, without knowledge of the Contractor’s specific method of operation and has been presented for the purpose of providing a common amount for all bidders. Uniformed Police Officers will be scheduled for a minimum of four (4) hours for any shift worked. The Contractor shall use the City of Renton Police Department unless it is unable to respond to a request to assist with the Work. The Uniformed Police Office shall remain in place until the intersection becomes satisfactorily operational as determined by the City of Renton Police Department. The City of Renton Police Department may be contacted at: 1055 S Grady Way Renton, WA 98057 (425) 430-7500 Other resources include: King County Sheriff’s Officers: Contact (206) 957-0935 ext. 1 Washington State Patrol Officers: Contact (425) 401-7788 2-04.3(6) Traffic Control Devices 2-04.3(6)A Construction Signs (March 31, 2026, Renton GSP) Section 2-04.3(6)A is supplemented as follows: The Contractor shall fabricate, install, and maintain project signs for “Businesses Open During Construction” (minimum one sign per direction of traffic) and “Business Access” to alert and guide the public to businesses in the project area (minimum one sign per affected business). No separate pay item will be provided in the bid proposal for Class A or Class B construction signs. All costs for the Work to provide Class A or Class B construction signs shall be included in the unit contract price for the various other items of the Wor k in the bid proposal. 2-04.3(7) Traffic Control Constraints (March 31, 2026, Renton GSP) Section 2-04.3(7) is a new section: Traffic control plans shall be reviewed and approved by the City. Pedestrian and vehicular access shall be maintained throughout the work to the greatest extent practical. Minimum travel lane 82 width is 9.5-feet. Traffic control zones shall be limited to one block per street and one intersection per street at a time, unless otherwise approved by the Engineer and subject to the constraints in the Contract Documents. A maximum of 400-feet of trench, including that which is steel plated, may be open on a street at any time. The Contractor shall provide a pedestrian traffic control plan for sidewalk closures. The maximum closure time between demolition and completion for any curb ramp or street corner shall be 7 calendar days. Pedestrian routes shall be restored to clean and hazard-free surface meeting ADA standards to the maximum extent feasible before they are re-opened to the public. The Contractor shall clean the work zone and reopen the roadway at the end of the work day unless otherwise permitted in the Contract Documents or approved by the Engineer. All open trenches shall be protected with steel plates overnight. Steel plates used for trench protection shall be secured to the roadway. All trenches shall be temporary patched or steel plated and in a clean and orderly condition from the time the contractor stops work until work resumes. Any traffic detours shall be maintained in accordance with the approved traffic control plan. The Contractor shall provide their own storage and staging area for the duration of the project. The City does not have land available in the vicinity of the project and will not allow the right -of- way to be used for storage. Access to schools, businesses and residences shall be maintained at all times. Property owners and tenants shall be notified by the Contractor of traffic control restrictions in accordance with Section 2-03.3(1). “Business Open During Construction” signage is required where traffic control is in place in a commercial area. Mail delivery service shall not be impeded. Street parking may be closed in traffic control zones as necessary to provide detours. Traffic control affecting bus routes shall be subject to the requirements of King County Metro and Sound Transit. Minimum 12-ft travel lanes shall be provided on bus routes. Temporary bus stop closures or relocations will be necessary and are limited to a single stop in each direction at a time. Access to the Renton Transit Center shall be maintained at all times. Bus route detours, if required, shall be coordinated with King County Metro and Sound Transit. 2-04.4 Measurement (March 31, 2026, Renton GSP) Section 2-04.4 is replaced with: No specific unit of measurement will apply to the lump sum item of “Traffic Control”. No adjustment in the lump sum bid amount will be made for overtime Work or for use of relief flaggers. 2-04.5 Payment (March 31, 2026, Renton GSP) Section 2-04.5 is replaced with: Payment for all labor, materials, and equipment described in Section 2-04 will be made in 83 accordance with Section 1-04.1, for the following bid items when included in the proposal: “Traffic Control,” Lump Sum. 84 DIVISION 3 EARTHWORK 3-01 CLEARING, GRUBBING, AND ROADSIDE CLEANUP 3-01.1 Description (March 31, 2026, Renton GSP) Section 3-01.1 is supplemented as follows: The limits of clearing and grubbing (construction limits) shall be defined as being the construction limit lines as shown in the Plans. Where, in the opinion of the Engineer, any trees abutting or adjacent to the limits of clearing and grubbing are damaged and require removal, the Contractor shall remove such trees. Any trees flagged by the Engineer to remain within the clearing and grubbing limits shall be left undamaged by the Contractor’s operations. Any flagged trees, which are damaged, shall be replaced in kind at the Contractor’s expense. Existing landscaping outside the construction limits, including but not limited to, sod, rockeries, beauty bark, decorative gravel or rock, bushes, and shrubbery shall be protected from damage. The property owners shall be responsible for removing and/or relocating irrigation equipment, trees, shrubs, curbing, ornamental plants, and any other decorative landscaping materials within the construction limits that they wish to save. The Contractor shall give property owners 10 days’ written notice prior to removing landscaping materials. All landscaping materials that remain in the construction limits after that time period shall be removed and disposed of, by the Contractor, in accordance with Section 3-01 of the Standard Specifications, these Special Provisions, and the Plans. The Contractor shall receive approval from the Engineer prior to removal. 3-01.2 Disposal of Usable Material and Debris (March 31, 2026, Renton GSP) Section 3-01.2 is supplemented as follows: The Contractor shall dispose of all debris by Disposal Method No. 2 – Waste Site. 3-02 REMOVAL OF STRUCTURE AND OBSTRUCTIONS 3-02.3 Construction Requirements 3-02.3(3) Removal of Pavement, Sidewalks, Curbs, and Gutters (March 31, 2026, Renton GSP) Section 3-02.3(3) is supplemented as follows: 85 When an area where pavement, sidewalk, or driveway has been removed is to be opened to traffic before pavement patching has been completed, temporary asphalt concrete patching shall be required. Temporary patching shall be placed as specified in Section 5-07. 3-02.3(4) Removal of Unforeseen Obstructions and Debris (March 31, 2025, Renton GSP) Section 3-02.3(4) is a new section: Known obstructions and debris are shown in the plans but other obstructions may not be shown. The removal and replacement of identified and minor obstructions, whether identified or not, shall be anticipated and accomplished. Minor obstructions consist of those ordinarily encountered in the due course of excavation and able to be excavated with appropriate and typical excavation equipment, including, but not limited to, rocks, boulders, logs, roots, stumps, concrete, etc. Major obstructions encountered that are not shown in the Contract Drawings and could not have been foreseen by visual inspection of the site prior to bidding shall immediately be brought to the attention of the Engineer in writing. Major obstructions are those which require special equipment, personnel, or an inordinate amount of time to remove, such as reinforced concrete, structural metal, concrete encased pipes, vehicles, etc. The Engineer will decide if an obstruction is major and unforeseen and will make a determination for proceeding with the work. If the Engineer finds that the obstruction adversely affects the Contractor’s costs or schedule for completion, a proper adjustment to the Contract will be made in accordance with Section 1-04.4 as amended in the Special Provisions. 3-03 ROADWAY EXCAVATION AND EMBANKMENT 3-03.3 Construction Requirements (March 31, 2026, Renton GSP) Section 3-03.3 is supplemented as follows: Roadway excavation shall include the removal of all materials excavated from within the limits shown on the Plans. Suitable excavated material shall be used for embankments, while surplus excavated material or unsuitable material shall be disposed of by t he Contractor. Earthwork quantities and changes will be computed, either manually or by means of electronic data processing equipment, by use of the average end area method. Any changes to the proposed Work as directed by the Engineer that would alter these quantities s hall be calculated by the Engineer and submitted to the Contractor for his review and verification. Any excavation or embankment beyond the limits indicated in the Plans, unless ordered by the Engineer, shall not be paid for. All Work and material required to return these areas to their 86 original conditions, as directed by the Engineer, shall be provided by the Contractor at his sole expense. All areas shall be excavated, filled, and/or backfilled as necessary to comply with the grades shown on the Plans. In filled and backfilled areas, fine grading shall begin during the placement and the compaction of the final layer. In cut sections, fine grading shall begin within the final six (6) inches of cut. Final grading shall produce a surface, which is smooth and even, without abrupt changes in grade. Excavation for curbs and gutters shall be accomplished by cutting accurately to the cross sections, grades and elevations shown. Care shall be taken not to excavate below the specified grades. The Contractor shall maintain all excavations free from detrimental quantities of leaves, brush, sticks, trash, and other debris until final acceptance of the Work. Following removal of topsoil or excavation to grade, and before placement of fills or base course, the subgrade under the roadway shall be proof rolled to identify any soft or loose areas which may warrant additional compaction or excavation and replacement. The Contractor shall provide temporary drainage or protection to keep the subgrade free from standing water. Acceptable excavated native soils shall be used for fill in the area requiring fills. Care shall be taken to place excavated material at the optimum moisture content to achieve the specified compaction. Any native material used for fill shall be free of organics and debris and have a maximum particle size of 6 inches. It shall be the responsibility of the Contractor to prevent the native materials from becoming saturated with water. The measures may include sloping to drain, compacting the native materials, and diverting runoff away from the materials. If the Contract or fails to take such preventative measures, any costs or delay related to drying the materials shall be at his own expense. If the native materials become saturated, it shall be the responsibility of the Contractor to dry the materials, to the optimum moisture content. If sufficient acceptable native soils are not available to complete construction of the roadway embankment, Gravel Borrow shall be used. If subgrade trimmer is not required on the project, all portions of Section 3-03 shall apply as though a subgrade trimmer were specified. If sufficient acceptable native soils, as determined by the Engineer, are not available to complete construction of the roadway embankment, Gravel Borrow meeting the requirements of Section 9-03.14 of the Standard Specifications, shall be used. 87 3-05 SUBGRADE PREPARATION 3-05.3 Construction Requirements 3-05.3(3) Subgrade for Permeable Pavements (March 9, 2016 APWA GSP) Before placing permeable ballast for Porous HMA/WMA, the Contractor shall bring the Subgrade to the required line, grade, and cross-section. The Contractor shall compact the Subgrade to a depth of 6 inches to at least 90 percent, but not more than 92 perce nt, of the maximum density as determined by the compaction control tests described in Section 2-03.3(14)D. Two (2) density tests will be conducted for every 5,000 square feet of prepared subgrade; or four (4) tests per 200 lineal feet of roadway or sidewalk. All subgrade shall be firm and unyielding as determined by the Engineer. The Contractor shall take measures to protect the prepared and approved subgrade from traffic, water run-on, standing water, or other damage. Subgrade that has been over compacted, shall be scarified to a minimum depth of eight (8) inches and recompacted. Material used to protect the Subgrade from traffic or provide access to adjacent facilities shall be removed and the subgrade compacted prior to placing geotextile, if used and/or permeable ballast. 3-05.5 Measurement and Payment (March 31, 2026, Renton GSP) Section 3-05.5 is supplemented by adding the following: Subgrade preparation and maintenance including watering shall be considered as incidental to the construction and all costs thereof shall be included in the appropriate unit or lump sum contract bid prices. Protection of subgrade from excessive moisture and/or disturbance once prepared and approved by the Engineer shall be considered as incidental to the construction and all costs thereof shall be included in the appropriate unit or lump sum contract bid prices. Failure to protect subgrade that results in over-excavation and material replacement directed by the Engineer shall be paid for by the Contractor and no additional compensation shall be made. 3-07 STRUCTURE EXCAVATION 3-07.1 Description (March 31, 2026, Renton GSP) Section 3-07.1 is supplemented by adding the following: 88 This Work also includes the excavation, haul, and disposal of all unsuitable materials such as peat, muck, swampy or unsuitable materials, including buried logs and stumps. 3-07.3 Construction Requirements 3-07.3(1) General Requirements 3-07.3(1)D Disposal of Excavated Material (March 31, 2026, Renton GSP) Section 3-07.3(1)D is revised as follows: The second paragraph is replaced with: All costs for disposing of excavated material within or external to the project limits shall be included in the unit contract price for structure excavation, Class A or B. The third paragraph is replaced with: If the Contract includes structure excavation, Class A or B, including haul, the unit contract price shall include all costs for loading and hauling the material the full required distance, otherwise all such disposal costs shall be considered incidental to the Work. 3-07.3(3) Construction Requirements, Structure Excavation, Class A 3-07.3(3)D Shoring and Cofferdams (March 31, 2026, Renton GSP) Section 3-07.3(3)D is supplemented by adding the following: Provide adequate shoring safety systems meeting the requirements of the Washington Industrial Safety and Health Act, Chapter 49.17 RCW for all excavations. Sloping of excavation sides may be used instead of shoring, sheeting, or bracing to the extent that such sloping is practical. Sloping of the excavation sides will not be permitted where the slopes extend past the right -of- way or easement boundary, where the sloping infringes on other work or existing facilities, or where sloping excessively impacts the surrounding areas, as determined by the Engineer. A sheet pile system, if constructed, shall be installed using a variable electric moment hammer or similar method to limit vibration induced settlement. Settlement shall be monitored in accordance with the Contract Documents. The Contractor shall submit Shoring Plans, prior to beginning work, showing proposed methods and construction details for all construction excavations 4 feet or more in depth in accordance with Sections 1-05.3. The plan shall be specific to the project, show the type and location of Structural Shoring and Non-Structural Shoring, and address both construction of and removal of 89 all shoring required. If proposed pipelines beneath SPU pipelines are to be installed by open trench methods, the Shoring Plan shall include specific provisions to prevent the loss of existing pea gravel bedding and backfill adjacent to the SPU pipelines. The Shoring Plan shall include Plans and calculations prepared by (or under the direction of) a professional engineer licensed under Title 18 RCW, State of Washington, and shall carry the professional engineer’s signature and seal. For trench boxes and hydraulic shoring systems, manufacturers certified plans may be submitted in accordance with Section 3-07.3(4). When work is complete, the Contractor shall remove structural shoring to at least 4 feet below final grade. 90 DIVISION 5 SURFACE TREATMENT AND PAVEMENTS 5-04 HOT MIX ASPHALT Delete Section 5-04 and amendments, Hot Mix Asphalt and replace it with the following: 5-04.1 Description (December 12, 2025 APWA GSP) This Work shall consist of providing and placing one or more layers of plant -mixed hot mix asphalt (HMA) on a prepared foundation or base in accordance with these Specifications and the lines, grades, thicknesses, and typical cross-sections shown in the Plans. The manufacture of HMA may include warm mix asphalt (WMA) processes in accordance with these Specifications. WMA processes include organic additives, chemical additives, and foaming. HMA shall be composed of asphalt binder and mineral materials as may be required, mixed in the proportions specified to provide a homogeneous, stable, and workable mixture. 5-04.2 Materials (March 31, 2026 Renton GSP) Materials shall meet the requirements of the following sections: Asphalt Binder 9-02.1(4) Cationic Emulsified Asphalt 9-02.1(6) Anti-Stripping Additive 9-02.4 HMA Additive 9-02.5 Aggregates 9-03.8 Recycled Asphalt Pavement (RAP) 9-03.8(3)B, 9-03.21 Reclaimed Asphalt Shingles (RAS) 9-03.8(3)B, 9-03.21 Mineral Filler 9-03.8(5) Recycled Material 9-03.21 Portland Cement 9-01 Sand 9-03.1(2) (As noted in 5-04.3(5)C for crack sealing) Joint Sealant 9-04.2 Foam Backer Rod 9-04.2(3)A The Contract documents may establish that the various mineral materials required for the manufacture of HMA will be furnished in whole or in part by the Contracting Agency. If the documents do not establish the furnishing of any of these mineral materials by the Contracting Agency, the Contractor shall be required to furnish such materials in the amounts required for the designated mix. Mineral materials include coarse and fine aggregates, and mineral filler. The Contractor may choose to utilize recycled asphalt pavement (RAP) in the production of HMA. The RAP may be from pavements removed under the Contract, if any, or pavement material from an existing stockpile. 91 The Contractor may use up to 20 percent RAP by total weight of HMA with no additional sampling or testing of the RAP. If the Contractor wishes to utilize High RAP/Any RAS, the design must be listed on the WSDOT Qualified Products List (QPL). The grade of asphalt binder shall be as required by the Contract. Blending of asphalt binder from different sources is not permitted. The Contractor may only use warm mix asphalt (WMA) processes in the production of HMA with 20 percent or less RAP by total weight of HMA. The Contractor shall submit to the Engineer for approval the process that is proposed and how it will be used in the m anufacture of HMA. Production of aggregates shall comply with the requirements of Section 4-01. Preparation of stockpile site, the stockpiling of aggregates, and the removal of aggregates from stockpiles shall comply with the requirements of Section 4-02. 5-04.2(1) How to Get an HMA Mix Design on the QPL (December 12, 2025 APWA GSP) If the contractor wishes to submit a mix design for inclusion in the Qualified Products List (QPL), please follow the WSDOT process outlined in Standard Specification 5-04.2(1). 5-04.2(1)A Vacant 5-04.2(2) Mix Design – Obtaining Project Approval (December 12, 2025 APWA GSP) No paving shall begin prior to the approval of the mix design by the Engineer. Nonstatistical evaluation will be used for all HMA not designated as Commercial HMA in the contract documents. Commercial evaluation will be used for Commercial HMA and for other classes of HMA in the following applications: sidewalks, road approaches, ditches, slopes, paths, trails, gores, prelevel, temporary pavement, and pavement repair. Other nonstructural applications o f HMA accepted by commercial evaluation shall be as approved by the Project Engineer. Sampling and testing of HMA accepted by commercial evaluation will be at the option of the Project Engineer. The Proposal quantity of HMA that is accepted by co mmercial evaluation will be excluded from the quantities used in the determination of nonstatistical evaluation. Nonstatistical Mix Design. Fifteen days prior to the first day of paving the contractor shall provide one of the following mix design verification certifications for Contracting Agency review; 92 • The WSDOT Mix Design Evaluation Report from the current WSDOT QPL, or one of the mix design verification certifications listed below. • The proposed HMA mix design on WSDOT Form 350-042 with the seal and certification (stamp & signature) of a valid licensed Washington State Professional Engineer. • The Mix Design Report for the proposed HMA mix design developed by a qualified City or County laboratory that is within one year of the approval date.** **The mix design shall be performed by a lab accredited by a national authority such as Laboratory Accreditation Bureau, L-A-B for Construction Materials Testing, The Construction Materials Engineering Council (CMEC’s) ISO 17025 or AASHTO Accreditation Program (AAP) and shall supply evidence of participation in the AASHTO: resource proficiency sample program. Mix designs for HMA accepted by Nonstatistical evaluation shall; • Be designed for 3 million equivalent single axle loads (ESALs). • Have the aggregate structure and asphalt binder content determined in accordance with WSDOT Standard Operating Procedure 732 and meet the requirements of Sections 9 - 03.8(2), except that Hamburg testing for ruts and stripping are at the discretion of the Engineer, and 9-03.8(6). • Have anti-strip requirements, if any, for the proposed mix design determined in accordance with AASHTO T 283 or T 324 or based on historic anti -strip and aggregate source compatibility from previous WSDOT lab testing. At the discretion of the Engineer, agencies may accept verified mix designs older than 12 months from the original verification date with a certification from the Contractor that the materials and sources are the same as those shown on the original mix design. Commercial Evaluation Mix Design. Approval of a mix design for “Commercial Evaluation” will be based on a review of the Contractor’s submittal of WSDOT Form 350-042 (For commercial mixes, AASHTO T 324 evaluation is not required) or a Mix Design from the current WSDOT QPL or from one of the processes allowed by this section. Testing of the HMA by the Contracting Agency for mix design approval is not required. For the Bid Item Commercial HMA, the Contractor shall select a class of HMA and design level of Equivalent Single Axle Loads (ESAL’s) appropriate for the required use. 5-04.2(2)B Using Warm Mix Asphalt Processes (December 12, 2025 APWA GSP) The Contractor may elect to use additives that reduce the optimum mixing temperature or serve as a compaction aid for producing HMA. Additives include organic additives, chemical additives and foaming processes. The use of Additives is subject to the following: • Do not use additives that reduce the mixing temperature more than allowed in Section 5- 04.3(6) in the production of mixtures. 93 • Before using additives, obtain the Engineer’s approval using WSDOT Form 350-076 to describe the proposed additive and process. 5-04.3 Construction Requirements 5-04.3(1) Weather Limitations (December 12, 2025 APWA GSP) Do not place HMA for wearing course on any Traveled Way beginning October 1st through March 31st of the following year without written concurrence from the Engineer. Do not place HMA on any wet surface, or when the average surface temperatures are less than those specified below, or when weather conditions otherwise prevent the proper handling or finishing of the HMA. Minimum Surface Temperature for Paving Compacted Thickness (Feet) Wearing Course Other Courses Less than 0.10 55◦F 45◦F 0.10 to .20 45◦F 35◦F More than 0.20 35◦F 35◦F 5-04.3(2) Paving Under Traffic (December 12, 2025 APWA GSP) When the Roadway being paved is open to traffic, the requirements of this Section shall apply. The Contractor shall keep intersections open to traffic at all times except when paving the intersection or paving across the intersection. During such time, and provided that there has been an advance warning to the public, the intersection may be closed for the minimum time required to place and compact the mixture. In hot weather, the Engineer may require the application of water to the pavement to accelerate the finish rolling of the pavement and to shorten the time required before reopening to traffic. Before closing an intersection, advance warning signs shall be placed, and signs shall also be placed marking the detour or alternate route. During paving operations, temporary pavement markings shall be maintained throughout the project. Temporary pavement markings shall be installed on the Roadway prior to opening to traffic. Temporary pavement markings shall be in accordance with Section 8-23. All costs in connection with performing the Work in accordance with these requirements shall be included in the unit Contract prices for the various Bid items involved in the Contract. 94 5-04.3(3) Equipment 5-04.3(3)A Mixing Plant (December 12, 2025 APWA GSP) Plants used for the preparation of HMA shall conform to the following requirements: 1. Equipment for Preparation of Asphalt Binder – Tanks for the storage of asphalt binder shall be equipped to heat and hold the material at the required temperatures. The heating shall be accomplished by steam coils, electricity, or other approved means so that no flame shall be in contact with the storage tank. The circulating system for the asphalt binder shall be designed to ensure proper and continuous circulation during the operating period. A valve for the purpose of sampling the asphalt binder shall be placed in either the storage tank or in the supply line to the mixer. 2. Thermometric Equipment – An armored thermometer, capable of detecting temperature ranges expected in the HMA mix, shall be fixed in the asphalt binder feed line at a location near the charging valve at the mixer unit. The thermometer location shall be convenient and safe for access by Inspectors. The plant shall also be equipped with an approved dial-scale thermometer, a mercury actuated thermometer, an electric pyrometer, or another approved thermometric instrument placed at the discharge chute of the drier to automatically register or indicate the temperature of the heated aggregates. This device shall be in full view of the plant operator. 3. Heating of Asphalt Binder – The temperature of the asphalt binder shall not exceed the maximum recommended by the asphalt binder manufacturer nor shall it be below the minimum temperature required to maintain the asphalt binder in a homogeneous state. The asphalt binder shall be heated in a manner that will avoid local variations in heating. The heating method shall provide a continuous supply of asphalt binder to the mixer at a uniform average temperature with no individual variations exceeding 25°F. Also, when a WMA additive is included in the asphalt binder, the temperature of the asphalt binder shall not exceed the maximum recommended by the manufacturer of the WMA additive. 4. Sampling and Testing of Mineral Materials – The HMA plant shall be equipped with a mechanical sampler for the sampling of the mineral materials. The mechanical sampler shall meet the requirements of Section 1-05.6 for the crushing and screening operation. The Contractor shall provide for the setup and operation of the field-testing facilities of the Contracting Agency as provided for in Section 4-01.2(2). 5. Sampling HMA – The HMA plant shall provide for sampling HMA by one of the following methods: a. A mechanical sampling device attached to the HMA plant. b. Platforms or devices to enable sampling from the hauling vehicle without entering the hauling vehicle. 95 5-04.3(3)B Hauling Equipment (December 12, 2025 APWA GSP) Trucks used for hauling HMA shall have tight, clean, smooth metal beds and shall have a cover of canvas or other suitable material of sufficient size to protect the mixture from adverse weather. Whenever the weather conditions during the work shift include , or are forecast to include, precipitation or an air temperature less than 45°F or when time from loading to unloading exceeds 30 minutes, the cover shall be securely attached to protect the HMA. The contractor shall provide an environmentally benign means to prevent the HMA mixture from adhering to the hauling equipment. Excess release agent shall be drained prior to filling hauling equipment with HMA. Petroleum derivatives or other coating materi al that contaminate or alter the characteristics of the HMA shall not be used. For live bed trucks, the conveyer shall be in operation during the process of applying the release agent. 5-04.3(3)C Pavers (December 12, 2025 APWA GSP) HMA pavers shall be self-contained, power-propelled units, provided with an internally heated vibratory screed and shall be capable of spreading and finishing courses of HMA plant mix material in lane widths required by the paving section shown in the Plans. The HMA paver shall be in good condition and shall have the most current equipment available from the manufacturer for the prevention of segregation of the HMA mixture installed, in good condition, and in working order. The equipment certification shall list the make, model, and year of the paver and any equipment that has been retrofitted. The screed shall be operated in accordance with the manufacturer’s recommendations and shall effectively produce a finished surface of the required evenness and texture without tearing, shoving, segregating, or gouging the mixture. A copy of the manufacturer’s recommendations shall be provided upon request by the Contracting Agency. Extensions will be allowed provided they produce the same results, including ride, density, and surface texture as obtained by the primary screed. Extensions without augers and an internally heated vibratory screed shall not be used in the Traveled Way. When specified in the Contract, or required by the Engineer, reference lines for vertical control will be required. Lines shall be placed on both outer edges of the Traveled Way of each Roadway. Horizontal control utilizing the reference line will be permitted. The grade and slope for intermediate lanes shall be controlled automatically from reference lines or by means of a mat referencing device and a slope control device. When the finish of the grade prepared for paving is superior to the established tolerances and when, in the opinion of the Engineer, further improvement to the line, grade, cross-section, and smoothness can best be achieved without the use of the reference line, a mat referencing device may be substituted for the reference line. Substitution of the device will be subject to the continued approval of the Engineer. A joint matcher may be used subject to the approval of the Engineer. The reference line may be removed after the completion of the first course of HMA when approved by the Enginee r. Whenever the 96 Engineer determines that any of these methods are failing to provide the necessary vertical control, the reference lines will be reinstalled by the Contractor. The Contractor shall furnish and install all pins, brackets, tensioning devices, wire, and accessories necessary for satisfactory operation of the automatic control equipment. If the paving machine in use is not providing the required finish, the Engineer may suspend Work as allowed by Section 1-08.6. Any cleaning or solvent type liquids spilled on the pavement shall be thoroughly removed before paving proceeds. 5-04.3(3)D Material Transfer Device or Material Transfer Vehicle (December 12, 2025 APWA GSP) A Material Transfer Device/Vehicle (MTD/V) shall only be used with the Engineer’s approval, unless otherwise required by the contract. Where an MTD/V is required by the contract, the Engineer may approve paving without an MTD/V, at the request of the Contractor. The Engineer will determine if an equitable adjustment in cost or time is due. When used, the MTD/V shall mix the HMA after delivery by the hauling equipment and prior to lay down by the paving machine. Mixing of the HMA shall be sufficient to obtain a uniform temperature throughout the mixture. If a windrow elevator is used, the length of the windrow may be limited in urban areas or through intersections, at the discretion of the Engineer. To be approved for use, an MTV: 1. Shall be self-propelled vehicle, separate from the hauling vehicle or paver. 2. Shall not be connected to the hauling vehicle or paver. 3. May accept HMA directly from the haul vehicle or pick up HMA from a windrow. 4. Shall mix the HMA after delivery by the hauling equipment and prior to placement into the paving machine. 5. Shall mix the HMA sufficiently to obtain a uniform temperature throughout the mixture. To be approved for use, an MTD: 1. Shall be positively connected to the paver. 2. May accept HMA directly from the haul vehicle or pick up HMA from a windrow. 3. Shall mix the HMA after delivery by the hauling equipment and prior to placement into the paving machine. 97 4. Shall mix the HMA sufficiently to obtain a uniform temperature throughout the mixture. 5-04.3(3)E Rollers (January 31, 2023 APWA GSP) Rollers shall be of the steel wheel, vibratory, oscillatory, or pneumatic tire type, in good condition and capable of reversing without backlash. Operation of the roller shall be in accordance with the manufacturer’s recommendations. When ordered by the Engineer for any roller planned for use on the project, the Contractor shall provide a copy of the manufacturer’s recommendation for the use of that roller for compaction of HMA. The number and weight of rollers shall be sufficient to compact the mixture in compliance with the requirements of Section 5-04.3(10). The use of equipment that results in crushing of the aggregate will not be permitted. Rollers producing pickup, washboard, uneven compaction of the surface, displacement of the mixture or other undesirable results shall not be used. 5-04.3(4) Preparation of Existing Paved Surfaces (March 31, 2026 Renton GSP) When the surface of the existing pavement or old base is irregular, the Contractor shall bring it to a uniform grade and cross-section as shown on the Plans or approved by the Engineer. Pre-leveling of uneven or broken surfaces over which HMA is to be placed may be accomplished by using an asphalt paver, a motor patrol grader, or by hand raking, as approved by the Engineer. Compaction of pre-leveling HMA shall be to the satisfaction of the Engineer and may require the use of small steel wheel rollers, plate compactors, or pneumatic rollers to avoid bridging across pre-leveled areas by the compaction equipment. Equipment used for the compaction of pre- leveling HMA shall be approved by the Engineer. Before construction of HMA on an existing paved surface, the entire surface of the pavement shall be clean. All fatty asphalt patches, grease drippings, and other objectionable matter shall be entirely removed from the existing pavement. All pavements or bituminous surfaces shall be thoroughly cleaned of dust, soil, pavement grindings, and other foreign matter. All holes and small depressions shall be filled with an appropriate class of HMA. The surface of the patched area shall be leveled and compacted thoroughly. Prior to the application of tack coat, or paving, the condition of the surface shall be approved by the Engineer. A tack coat of asphalt shall be applied to all paved surfaces on which any course of HMA is to be placed or abutted; except that tack coat may be omitted from clean, newly paved surfaces at the discretion of the Engineer. Tack coat shall be uniformly appli ed to cover the existing pavement with a thin film of residual asphalt free of streaks and bare spots at a rate between 0.02 and 0.10 gallons per square yard of retained asphalt. The rate of application shall be approved by the Engineer. A heavy application of tack coat shall be applied to all joints. For Roadways open to traffic, the application of tack coat shall be limited to surfaces that will be paved during the same working shift. The spreading equipment shall be equipped with a thermometer to indicate the temperature of the tack coat material. 98 Equipment shall not operate on tacked surfaces until the tack has broken and cured. If the Contractor’s operation damages the tack coat it shall be repaired prior to placement of the HMA. The tack coat shall be CSS-1, or CSS-1h emulsified asphalt. The CSS-1 and CSS-1h emulsified asphalt may be diluted once with water at a rate not to exceed one-part water to one-part emulsified asphalt. The tack coat shall have sufficient temperature such t hat it may be applied uniformly at the specified rate of application and shall not exceed the maximum temperature recommended by the emulsified asphalt manufacturer. PG grade asphalt or non-tracking tack formulas may be used upon approval of the Engineer. All utility appurtenances (e.g. manhole covers, valve covers, etc.) located within the paving limits shall be coated with a biodegradable soap to prevent the tack coat and HMA from sticking to them. Diesel shall not be used for this purpose. After applicat ion of the biodegradable soap, all catch basins shall be covered to prevent tack and HMA from entering into them. 5-04.3(4)A Crack Sealing (June 30, 2025 Renton GSP) 5-04.3(4)A1 General When the Proposal includes a pay item for crack sealing, seal all cracks ¼ inch in width and greater. Cleaning: Ensure that cracks are thoroughly clean, dry and free of all loose and foreign material when filling with crack sealant material. Use a hot compressed air lance to dry and warm the pavement surfaces within the crack immediately prior to filling a crack with the sealant material. Do not overheat pavement. Do not use direct flame dryers. Routing cracks is not required. Sand Slurry: For cracks that are to be filled with sand slurry, thoroughly mix the components and pour the mixture into the cracks until full. Add additional CSS -1 cationic emulsified asphalt to the sand slurry as needed for workability to ensure the mixture will com pletely fill the cracks. Strike off the sand slurry flush with the existing pavement surface and allow the mixture to cure. Top off cracks that were not completely filled with additional sand slurry. Do not place the HMA overlay until the slurry has fully cured. The sand slurry shall consist of approximately 20 percent CSS -1 emulsified asphalt, approximately 2 percent Portland cement, water (if required), and the remainder clean Class 1 or 2 fine aggregate per section 9-03.1(2). The components shall be thoroughly mixed and then poured into the cracks and joints until full. The following day, any cracks or joints that are not completely filled shall be topped off with additional sand slurry. After the sand slurry is placed, the filler shall be struck off flush with the existing pavement surface and allowed to cure. The HMA overlay shall not be placed until the slurry has fully cured. The requirements of Section 1 - 06 will not apply to the Portland cement and sand used in the sand slurry. In areas where HMA will be placed, use sand slurry to fill the cracks. 99 In areas where HMA will not be placed, fill the cracks as follows: 1. Cracks ¼ inch to 1 inch in width - fill with hot poured sealant. 2. Cracks greater than 1 inch in width – fill with sand slurry. Hot Poured Sealant: For cracks that are to be filled with hot poured sealant, apply the material in accordance with these requirements and the manufacturer’s recommendations. Furnish a Type 1 Working Drawing of the manufacturer’s product information and recommendations to the Engineer prior to the start of work, including the manufacturer’s recommended heating time and temperatures, allowable storage time and temperatures after initial heating, allowable reheating criteria, and application temperature range. Confine hot poured sealant material within the crack. Clean any overflow of sealant from the pavement surface. If, in the opinion of the Engineer, the Contractor’s method of sealing the cracks with hot poured sealant results in an excessive amount of material on the pavement surface, stop and correct the operation to eliminate the excess material. 5-04.3(4)A2 Crack Sealing Areas Prior to Paving In areas where HMA will be placed, use sand slurry to fill the cracks. 5-04.3(4)A3 Crack Sealing Areas Not to be Paved In areas where HMA will not be placed, fill the cracks as follows: 1. Cracks ¼ inch to 1 inch in width – fill with hot poured sealant. 2. Cracks greater than 1 inch in width – fill with sand slurry. 5-04.3(4)C Pavement Repair (December 12, 2025 APWA GSP) The Contractor shall excavate pavement repair areas and shall backfill these with HMA in accordance with the details shown in the Plans and as marked in the field. The Contractor shall conduct the excavation operations in a manner that will protect the pav ement that is to remain. Pavement not designated to be removed that is damaged as a result of the Contractor’s operations shall be repaired by the Contractor to the satisfaction of the Engineer at no cost to the Contracting Agency. The Contractor shall excavate only within one lane at a time unless approved otherwise by the Engineer. The Contractor shall not excavate more area than can be completely finished during the same shift, unless approved by the Engineer. Unless otherwise shown in the Plans or determined by the Engineer, excavate to a depth of 1.0 feet. The Engineer will make the final determination of the excavation depth required. The minimum width of any pavement repair area shall be 40 inches unless shown otherwise in the Plans. Before any excavation, the existing pavement shall be sawcut or shall be removed by a pavement grinder. Excavated materials will become the property of the Contractor and shall be 100 disposed of in a Contractor-provided site off the Right of Way or used in accordance with Sections 3-02.3(3) or 9-03.21. Asphalt for tack coat shall be required as specified in Section 5-04.3(4). A heavy application of tack coat shall be applied to all surfaces of existing pavement in the pavement repair area. Placement of the HMA backfill shall be accomplished in lifts not to exceed 0.35-foot compacted depth. Lifts that exceed 0.35-foot of compacted depth may be accomplished with the approval of the Engineer. Each lift shall be thoroughly compacted by a mechani cal tamper or a roller. 5-04.3(5) Producing/Stockpiling Aggregates and RAP (December 12, 2025 APWA GSP) Aggregates and RAP shall be stockpiled according to the requirements of Section 4-02. Sufficient storage space shall be provided for each size of aggregate and RAP. Materials shall be removed from stockpile(s) in a manner to ensure minimal segregation when being moved to the HMA plant for processing into the final mixture. Different ag gregate sizes shall be kept separated until they have been delivered to the HMA plant. 5-04.3(5)A Vacant 5-04.3(6) Mixing (December 12, 2025 APWA GSP) After the required amount of mineral materials, asphalt binder, recycling agent and anti -stripping additives have been introduced into the mixer the HMA shall be mixed until complete and uniform coating of the particles and thorough distribution of the asp halt binder throughout the mineral materials is ensured. When discharged, the temperature of the HMA shall not exceed the optimum mixing temperature by more than 25°F as shown on the reference mix design report or as approved by the Engineer. Also, when a WMA additive is included in the manufacture of HMA, the discharge temperature of the HMA shall not exceed the maximum recommended by the manufacturer of the WMA additive. A maximum water content of 2 percent in the mix, at discharge, will be allowed providing the water causes no problems with handling, stripping, or flushing. If the water in the HMA causes any of these problems, the moisture content shall be reduced as directed by the Engineer. Storing or holding of the HMA in approved storage facilities will be permitted with approval of the Engineer, but in no event shall the HMA be held for more than 24 hours. HMA held for more than 24 hours after mixing shall be rejected. Rejected HMA shall be disposed of by the Contractor at no expense to the Contracting Agency. The storage facility shall have an accessible device located at the top of the cone or about the third point. The device shall indicate the amount of material in storage. No HMA shall be accepted from the storage facility when the HMA in storage is below the top of the cone of the storage facility, except as the storage facility is being emptied at the end of the working shift. 101 Recycled asphalt pavement (RAP) utilized in the production of HMA shall be sized prior to entering the mixer so that a uniform and thoroughly mixed HMA is produced. If there is evidence of the recycled asphalt pavement not breaking down during the heating and mixing of the HMA, the Contractor shall immediately suspend the use of the RAP until changes have been approved by the Engineer. After the required amount of mineral materials, RAP, new asphalt binder and asphalt rejuvenator have been introduced into the mixer the HMA shall be mixed until complete and uniform coating of the particles and thorough distribution of the asphalt binder throughout the mineral materials, and RAP is ensured. 5-04.3(7) Spreading and Finishing (June 30, 2025 Renton GSP) The mixture shall be laid upon an approved surface, spread, and struck off to the grade and elevation established. HMA pavers complying with Section 5-04.3(3) shall be used to distribute the mixture. Unless otherwise directed by the Engineer, the nominal compacted depth of any layer of any course shall not exceed the following: HMA Class 1” 0.35 feet HMA Class ¾” and HMA Class ½” wearing course 0.30 feet other courses 0.35 feet HMA Class ⅜” 0.15 feet On areas where irregularities or unavoidable obstacles make the use of mechanical spreading and finishing equipment impractical, the paving may be done with other equipment or by hand. When more than one Job Mix Formula (JMF) is being utilized to produce HMA, the material produced for each JMF shall be placed by separate spreading and compacting equipment. The intermingling of HMA produced from more than one JMF is prohibited. Each strip of HMA placed during a work shift shall conform to a single JMF established for the class of HMA specified unless there is a need to make an adjustment in the JMF. All cast off rock from raking shall be removed prior to compaction of final HMA lift. 5-04.3(8) Aggregate Acceptance Prior to Incorporation in HMA (December 12, 2025 APWA GSP) For HMA accepted by nonstatistical evaluation the aggregate properties of sand equivalent, uncompacted void content and fracture will be evaluated in accordance with Section 4-04. Sampling and testing of aggregates for HMA accepted by commercial evaluation will be at the option of the Engineer. 5-04.3(9) HMA Mixture Acceptance (December 12, 2025 APWA GSP) Acceptance of HMA shall be as provided under nonstatistical, or commercial evaluation. 102 Nonstatistical evaluation will be used for the acceptance of HMA unless Commercial Evaluation is specified. Commercial evaluation will be used for Commercial HMA and for other classes of HMA in the following applications: sidewalks, road approaches, ditches, slopes, paths, trails, gores, prelevel, temporary pavement, and pavement repair. Other nonstructural appl ications of HMA accepted by commercial evaluation shall be as approved by the Engineer. Sampling and testing of HMA accepted by commercial evaluation will be at the option of the Engineer. The mix design will be the initial JMF for the class of HMA. The Contractor may request a change in the JMF. Any adjustments to the JMF will require the approval of the Engineer and may be made in accordance with this section. HMA Tolerances and Adjustments 1. Job Mix Formula Tolerances – The constituents of the mixture at the time of acceptance shall be within tolerance. The tolerance limits will be established as follows: For Asphalt Binder and Air Voids (Va), the acceptance limits are determined by adding the tolerances below to the approved JMF values. These values will also be the Upper Specification Limit (USL) and Lower Specification Limit (LSL) required in Section 1-06.2(2)D2 Property Non-Statistical Evaluation Commercial Evaluation Asphalt Binder +/- 0.5% +/- 0.7% Air Voids, Va 2.5% min. and 5.5% max N/A For Aggregates in the mixture: a. First, determine preliminary upper and lower acceptance limits by applying the following tolerances to the approved JMF. Aggregate Percent Passing Non-Statistical Evaluation Commercial Evaluation 1”, ¾”, ½”, and 3/8” sieves +/- 6% +/- 8% No. 4 sieve +/-6% +/- 8% No. 8 Sieve +/- 6% +/-8% No. 200 sieve +/- 2.0% +/- 3.0% b. Second, adjust the preliminary upper and lower acceptance limits determined from step (a) the minimum amount necessary so that none of the aggregate properties are outside the control points in Section 9-03.8(6). The resulting values will be the upper and lower acceptance limits for aggregates, as well as the USL and LSL required in Section 1-06.2(2)D2. c. These tolerances and specification limits constitute the allowable limits as described in Section 1-06.2. The tolerance limit for aggregate shall not exceed the 103 limits of the control points, except the No. 8 tolerance is +/- 6% from the JMF, the No. 200 tolerance is +/- 2.0% from the JMF with a minimum of 2% and a maximum of 8.0% passing the No. 200 sieve. Other tolerance limits for sieves designated as 100 percent passing will be 99-100 2. Job Mix Formula Adjustments – An adjustment to the aggregate gradation or asphalt binder content of the JMF requires approval of the Engineer. Adjustments to the JMF will only be considered if the change produces material of equal or better quality and may require the development of a new mix design if the adjustment exceeds the amounts listed below. a. Aggregates –2 percent for the aggregate passing the 1½″, 1″, ¾″, ½″, ⅜″, and the No. 4 sieves, 1 percent for aggregate passing the No. 8 sieve, and 0.5 percent for the aggregate passing the No. 200 sieve. The adjusted JMF shall be within the range of the control points in Section 9-03.8(6). b. Asphalt Binder Content – The Engineer may order or approve changes to asphalt binder content. The maximum adjustment from the approved mix design for the asphalt binder content shall be 0.3 percent 5-04.3(9)A Vacant 5-04.3(9)B Vacant 5-04.3(9)C Mixture Acceptance – Nonstatistical Evaluation (December 12, 2025 APWA GSP) HMA mixture which is accepted by Nonstatistical Evaluation will be evaluated by the Contracting Agency by dividing the HMA tonnage into lots. 5-04.3(9)C1 Mixture Nonstatistical Evaluation – Lots and Sublots A lot is represented by randomly selected samples of the same mix design that will be tested for acceptance. A lot is defined as the total quantity of material or work produced for each Job Mix Formula placed. Only one lot per JMF is expected. A sublot shall be equal to one day’s production or 800 tons, whichever is less except that the final sublot will be a minimum of 400 tons and may be increased to 1200 tons. All of the test results obtained from the acceptance samples from a given lot shall be evaluated collectively. If the Contractor requests a change to the JMF that is approved, the material produced after the change will be evaluated on the basis of the new JMF for the remaining sublots in the current lot and for acceptance of subsequent lots. For a lot in progress with a CPF less than 0.75, a new lot will begin at the Contractor’s request after the Engineer is satisfied that material conforming to the Specifications can be produced. Sampling and testing for evaluation shall be performed on the frequency of one sample per sublot. 104 5-04.3(9)C2 Mixture Nonstatistical Evaluation Sampling Samples for acceptance testing shall be obtained by the Contractor when ordered by the Engineer. The Contractor shall sample the HMA mixture in the presence of the Engineer and in accordance with AASH-TO T 168. A minimum of three samples should be taken for each class of HMA placed on a project. If used in a structural application, at least one of the three samples shall be tested. Sampling and testing HMA in a Structural application where quantities are less than 400 tons is at the discretion of the Engineer. For HMA used in a structural application and with a total project quantity less than 800 tons but more than 400 tons, a minimum of one acceptance test shall be performed. In all cases, a minimum of 3 samples will be obtained at the point of acceptance, a minimum of one of the three samples will be tested for conformance to the JMF: If the test results are found to be within specification requirements, additional testing will be at the Engineer’s discretion. If test results are found not to be within specification requirements, additional testing of the remaining samples to determine a Composite Pay Factor (CPF) shall be performed. 5-04.3(9)C3 Mixture Nonstatistical Evaluation – Acceptance Testing Testing of HMA for compliance of Va will at the option of the Contracting Agency. If tested, compliance of Va will use WSDOT SOP 731. Testing for compliance of asphalt binder content will be by WSDOT FOP for AASHTO T 308. Testing for compliance of gradation will be by FOP for WAQTC T 27/T 11. 5-04.3(9)C4 Mixture Nonstatistical Evaluation – Pay Factors For each lot of material falling outside the tolerance limits in 5 -04.3(9), the Contracting Agency will determine a Composite Pay Factor (CPF) using the following price adjustment factors: Table of Price Adjustment Factors Constituent Factor “f” All aggregate passing: 1½″, 1″, ¾″, ½″, ⅜″ and No.4 sieves 2 All aggregate passing No. 8 sieve 15 All aggregate passing No. 200 sieve 20 Asphalt binder 40 105 Air Voids (Va) (where applicable) 20 Each lot of HMA produced under Nonstatistical Evaluation and having all constituents falling within the tolerance limits of the Job Mix Formula shall be accepted at the unit Contract price with no further evaluation. When one or more constituents fall outs ide the nonstatistical tolerance limits in the Job Mix Formula shown in Table of Price Adjustment Factors, the lot shall be evaluated in accordance with Section 1-06.2 to determine the appropriate CPF. The nonstatistical tolerance limits will be used in the calculation of the CPF and the maximum CPF shall be 1.00. When less than three sublots exist, backup samples of the existing sublots or samples from the Roadway shall be tested to provide a minimum of three sets of results for evaluation. 5-04.3(9)C5 Vacant 5-04.3(9)C6 Mixture Nonstatistical Evaluation – Price Adjustments For each lot of HMA mix produced under Nonstatistical Evaluation when the calculated CPF is less than 1.00, a Nonconforming Mix Factor (NCMF) will be determined. The NCMF equals the algebraic difference of CPF minus 1.00 multiplied by 60 percent. The total job mix compliance price adjustment will be calculated as the product of the NCMF, the quantity of HMA in the lot in tons, and the unit Contract price per ton of mix. If a constituent is not measured in accordance with these Specifications, its individual pay factor will be considered 1.00 in calculating the Composite Pay Factor (CPF). 5-04.3(9)C7 Mixture Nonstatistical Evaluation – Retests The Contractor may request a sublot be retested. To request a retest, the Contractor shall submit a written request within 7 calendar days after the specific test results have been received. A split of the original acceptance sample will be retested. The split of the sample will not be tested with the same tester that ran the original acceptance test. The sample will be tested for a complete gradation analysis, asphalt binder content, and, at the option of the agency, Va. The results of the retest will be used for the acceptance of the HMA in place of the original sublot sample test results. The cost of testing will be deducted from any monies due or that may come due the Contractor under the Contract at the rate of $500 per sample. 5-04.3(9)D Mixture Acceptance – Commercial Evaluation (December 12, 2025 APWA GSP) If sampled and tested, HMA produced under Commercial Evaluation and having all constituents falling within the tolerance limits of the Job Mix Formula shall be accepted at the unit Contract price with no further evaluation. When one or more constituents fa ll outside the commercial tolerance limits in the Job Mix Formula shown in 5-04.3(9), the lot shall be evaluated in accordance with Section 1-06.2 to determine the appropriate CPF. The commercial tolerance limits will be used in the calculation of the CPF and the maximum CPF shall be 1.00. When less than three sublots exist, backup samples of the existing sublots or samples from the street shall be tested to provide a minimum of three sets of results for evaluation. 106 For each lot of HMA mix produced and tested under Commercial Evaluation when the calculated CPF is less than 1.00, a Nonconforming Mix Factor (NCMF) will be determined. The NCMF equals the algebraic difference of CPF minus 1.00 multiplied by 60 percent. The Job Mix Compliance Price Adjustment will be calculated as the product of the NCMF, the quantity of HMA in the lot in tons, and the unit Contract price per ton of mix. If a constituent is not measured in accordance with these Specifications, its individual pay factor will be considered 1.00 in calculating the Composite Pay Factor (CPF). 5-04.3(10) HMA Compaction Acceptance (December 12, 2025 APWA GSP) HMA mixture accepted by nonstatistical evaluation that is used in traffic lanes, including lanes for intersections, ramps, truck climbing, weaving, and speed change, and having a specified compacted course thickness greater than 0.10-foot, shall be compacted to a specified level of relative density. The specified level of relative density shall be a Composite Pay Factor (CPF) of not less than 0.75 when evaluated in accordance with Section 1 -06.2, using a LSL of 92.0 (minimum of 92 percent of the maximum density). The maximum density shall be determined by WSDOT FOP for AASHTO T 729. The specified level of density attained will be determined by the evaluation of the density of the pavement. The density of the pavement shall be determined in accordance with WSDOT FOP for WAQTC TM 8, except that gauge correlation will be at the discretion of the Engineer, when using the nuclear density gauge and WSDOT SOP 736 when using cores to determine density. Tests for the determination of the pavement density will be taken in accordance with the required procedures for measurement by a nuclear density gauge or roadway cores after completion of the finish rolling. If the Contracting Agency uses a nuclear density gauge to determine density the test procedures FOP for WAQTC TM 8 and WSDOT SOP T 729 will be used on the day the mix is placed and prior to opening to traffic. Roadway cores for density may be obtained by either the Contracting Agency or the Contractor in accordance with WSDOT SOP 734. The core diameter shall be 4-inches minimum, unless otherwise approved by the Engineer. Roadway cores will be tested by the Contr acting Agency in accordance with WSDOT FOP for AASHTO T 166. If the Contract includes the Bid item “Roadway Core” the cores shall be obtained by the Contractor in the presence of the Engineer on the same day the mix is placed and at locations designated by the Engineer. If the Contract does not include the Bid item “Roadway Core” the Contracting Agency will obtain the cores. For a lot in progress with a CPF less than 0.75, a new lot will begin at the Contractor’s request after the Engineer is satisfied that material conforming to the Specifications can be produced. HMA mixture accepted by commercial evaluation and HMA constructed under conditions other than those listed above shall be compacted on the basis of a test point evaluation of the 107 compaction train. The test point evaluation shall be performed in accordance with instructions from the Engineer. The number of passes with an approved compaction train, required to attain the maximum test point density, shall be used on all subsequent pav ing. HMA for preleveling shall be thoroughly compacted. HMA that is used for preleveling wheel rutting shall be compacted with a pneumatic tire roller unless otherwise approved by the Engineer. Test Results For a sublot that has been tested with a nuclear density gauge that did not meet the minimum of 92 percent of the reference maximum density in a compaction lot with a CPF below 1.00 and thus subject to a price reduction or rejection, the Contractor may request that a core be used for determination of the relative density of the sublot. The relative density of the core will replace the relative density determined by the nuclear density gauge for the sublot and will be used for calculation of the CPF and acceptance of HMA compaction lot. When cores are taken by the Contracting Agency at the request of the Contractor, they shall be requested by noon of the next workday after the test results for the sublot have been provided or made available to the Contractor. Core locations shall be outside of wheel paths and as determined by the Engineer. Traffic control shall be provided by the Contractor as requested by the Engineer. Failure by the Contractor to provide the requested traffic control will result in forfeiture of the request for cores. When the CPF for the lot based on the results of the HMA cores is less than 1.00, the cost for the coring will be deducted from any monies due or that may become due the Contractor under the Contract at the rate of $200 per core and the Contractor shall pay for the cost of the traffic control. 5-04.3(10)A HMA Compaction – General Compaction Requirements (June 30, 2025 Renton GSP) Compaction shall take place when the mixture is in the proper condition so that no undue displacement, cracking, or shoving occurs. Areas inaccessible to large compaction equipment shall be compacted by other mechanical means. Any HMA that becomes loose, b roken, contaminated, shows an excess or deficiency of asphalt, or is in any way defective, shall be removed and replaced with new hot mix that shall be immediately compacted to conform to the surrounding area. The type of rollers to be used and their relative position in the compaction sequence shall generally be the Contractor’s option, provided the specified densities are attained. Unless the Engineer has approved otherwise, rollers shall only be operated in t he static mode when the internal temperature of the mix is less than 175°F. Regardless of mix temperature, a roller shall not be operated in a mode that results in checking or cracking of the mat. Rollers shall only be operated in static mode on bridge decks. On bridge decks and on roadway approaches within five feet of a bridge/back of pavement seat, rollers shall not be operated in a vibratory mode, defined as a mode in which the drum vibrates vertically. However, unless otherwise noted on the plans, rollers may be operated in an oscillartory mode, defined as a mode in which the drum vibrates in the horizontal direction only. 108 Refer to contract drawings for HMA Paving Train requirements and restrictions (e.g. equipment spacing, weight limits, etc.). 5-04.3(10)B HMA Compaction – Cyclic Density (December 12, 2025 APWA GSP) Low cyclic density areas are defined as spots or streaks in the pavement that are less than 90 percent of the theoretical maximum density. At the Engineer’s discretion, the Engineer may evaluate the HMA pavement for low cyclic density, and when doing so will follow WSDOT SOP 733. A $1,500 Cyclic Density Price Adjustment will be assessed for any 500-foot section with two or more density readings below 90 percent of the theoretical maximum density. 5-04.3(10)C Vacant 5-04.3(10)D HMA Nonstatistical Compaction (December 12, 2025 APWA GSP) 5-04.3(10)D1 HMA Nonstatistical Compaction – Lots and Sublots HMA compaction which is accepted by nonstatistical evaluation will be based on acceptance testing performed by the Contracting Agency dividing the project into compaction lots. A lot is represented by randomly selected samples of the same mix design that will be tested for acceptance. A lot is defined as the total quantity of material or work produced for each Job Mix Formula placed. Only one lot per JMF is expected. A sublot shall be equal to one day’s production or 400 tons, whichever is less except that the final sublot will be a minimum of 200 tons and may be increased to 800 tons. Testing for compaction will be at the rate of 5 tests per sublot per WSDOT T 738. The sublot locations within each density lot will be determined by the Engineer. For a lot in progress with a CPF less than 0.75, a new lot will begin at the Contractor’s request after the Engineer is satisfied that material conforming to the Specifications can be produced. HMA mixture accepted by commercial evaluation and HMA constructed under conditions other than those listed above shall be compacted on the basis of a test point evaluation of the compaction train. The test point evaluation shall be performed in accordance with instructions from the Engineer. The number of passes with an approved compaction train, required to attain the maximum test point density, shall be used on all subsequent paving. HMA for preleveling shall be thoroughly compacted. HMA that is used to prelevel wheel ruts shall be compacted with a pneumatic tire roller unless otherwise approved by the Engineer. 5-04.3(10)D2 HMA Compaction Nonstatistical Evaluation – Acceptance Testing The location of the HMA compaction acceptance tests will be randomly selected by the Engineer from within each sublot, with one test per sublot. 109 5-04.3(10)D3 HMA Nonstatistical Compaction – Price Adjustments For each compaction lot with one or two sublots, having all sublots attain a relative density that is 92 percent of the reference maximum density the HMA shall be accepted at the unit Contract price with no further evaluation. When a sublot does not attain a relative density that is 92 percent of the reference maximum density, the lot shall be evaluated in accordance with Section 1-06.2 to determine the appropriate CPF. The maximum CPF shall be 1.00, however, lots with a calculated CPF in excess of 1.00 will be used to offset lots with CPF values below 1.00 but greater than 0.90. Lots with CPF lower than 0.90 will be evaluated for compliance per 5 -04.3(11). Additional testing by either a nuclear moisture-density gauge or cores will be completed as required to provide a minimum of three tests for evaluation. For compaction below the required 92% a Non-Conforming Compaction Factor (NCCF) will be determined. The NCCF equals the algebraic difference of CPF minus 1.00 multiplied by 40 percent. The Compaction Price Adjustment will be calculated as the product of C PF, the quantity of HMA in the compaction control lot in tons, and the unit Contract price per ton of mix. 5-04.3(11) Reject Work (December 12, 2025 APWA GSP) 5-04.3(11)A Reject Work General Work that is defective or does not conform to Contract requirements shall be rejected. The Contractor may propose, in writing, alternatives to removal and replacement of rejected material. Acceptability of such alternative proposals will be determined at the sole discretion of the Engineer. HMA that has been rejected is subject to the requirements in Section 1-06.2(2) and this specification, and the Contractor shall submit a corrective action proposal to the Engineer for approval. 5-04.3(11)B Rejection by Contractor The Contractor may, prior to sampling, elect to remove any defective material and replace it with new material. Any such new material will be sampled, tested, and evaluated for acceptance. 5-04.3(11)C Rejection Without Testing (Mixture or Compaction) The Engineer may, without sampling, reject any batch, load, or section of Roadway that appears defective. Material rejected before placement shall not be incorporated into the pavement. Any rejected section of Roadway shall be removed. No payment will be made for the rejected materials or the removal of the materials unless the Contractor requests that the rejected material be tested. If the Contractor elects to have the rejected material tested, a minimum of three representative samples will be obtained and tested. Acceptance of rejected material will be based on conformance with the nonstatistical acceptance Specification. If the CPF for the rejected material is less than 0.75, no payment will be made for the rejected material; in addition, the cost of sampling and testing shall be borne by the Contractor. If the CPF is greater than or equal to 0.75, the cost of sampling and testing will be borne by the Contracting Agency. If the material is rejected before placement and the CPF is 110 greater than or equal to 0.75, compensation for the rejected material will be at a CPF of 0.75. If rejection occurs after placement and the CPF is greater than or equal to 0.75, compensation for the rejected material will be at the calculated CPF with an a ddition of 25 percent of the unit Contract price added for the cost of removal and disposal. 5-04.3(11)D Rejection - A Partial Sublot In addition to the random acceptance sampling and testing, the Engineer may also isolate from a normal sublot any material that is suspected of being defective in relative density, gradation or asphalt binder content. Such isolated material will not include an original sample location. A minimum of three random samples of the suspect material will be obtained and tested. The material will then be statistically evaluated as an independent lot in accordance with Section 1 - 06.2(2). 5-04.3(11)E Rejection - An Entire Sublot An entire sublot that is suspected of being defective may be rejected. When a sublot is rejected a minimum of two additional random samples from this sublot will be obtained. These additional samples and the original sublot will be evaluated as an independ ent lot in accordance with Section 1-06.2(2). 5-04.3(11)F Rejection - A Lot in Progress The Contractor shall shut down operations and shall not resume HMA placement until such time as the Engineer is satisfied that material conforming to the Specifications can be produced: 1. When the Composite Pay Factor (CPF) of a lot in progress drops below 1.00 and the Contractor is taking no corrective action, or 2. When the Pay Factor (PF) for any constituent of a lot in progress drops below 0.95 and the Contractor is taking no corrective action, or 3. When either the PF for any constituent or the CPF of a lot in progress is less than 0.75. 5-04.3(11)G Rejection – An Entire Lot (Mixture or Compaction) An entire lot with a CPF of less than 0.75 will be rejected. 5-04.3(12) Joints 5-04.3(12)A HMA Joints (December 12, 2025 APWA GSP) 5-04.3(12)A1 Transverse Joints The Contractor shall conduct operations such that the placing of the top or wearing course is a continuous operation or as close to continuous as possible. Unscheduled transverse joints will be allowed and the roller may pass over the unprotected end of the freshly laid mixture only when the placement of the course must be discontinued for such a length of time that the mixture will 111 cool below compaction temperature. When the Work is resumed, the previously compacted mixture shall be cut back to produce a slightly beveled edge for the full thickness of the course. A temporary wedge of HMA constructed on a 20H:1V shall be constructed where a transverse joint as a result of paving or planing is open to traffic. The HMA in the temporary wedge shall be separated from the permanent HMA by strips of heavy wrapping paper or other methods approved by the Engineer. The wrapping paper shall be removed and the joint trimmed to a slightly beveled edge for the full thickness of the course prior to resumption of paving. The material that is cut away shall be wasted and new mix shall be laid against the cut. Rollers or tamping irons shall be used to seal the joint. 5-04.3(12)A2 Longitudinal Joints The longitudinal joint in any one course shall be offset from the course immediately below by not more than 6 inches nor less than 2 inches. All longitudinal joints constructed in the wearing course shall be located at a lane line or an edge line of the Tr aveled Way. A notched wedge joint shall be constructed along all longitudinal joints in the wearing surface of new HMA unless otherwise approved by the Engineer. The notched wedge joint shall have a vertical edge of not less than the maximum aggregate size or more than ½ of the compacted lift thickness and then taper down on a slope not steeper than 4H:1V. The sloped portion of the HMA notched wedge joint shall be uniformly compacted. 5-04.3(12)B Bridge Paving Joint Seals (June 30, 2025 Renton GSP) 5-04.3(12)B1 HMA Sawcut and Seal Prior to placing HMA on the bridge deck, establish sawcut alignment points at both ends of the bridge paving joint seals to be placed at the bridge ends, and at interior joints within the bridge deck when and where shown in the Plans. Establish the sawcut alignment points in a manner that they remain functional for use in aligning the sawcut after placing the overlay. Submit a Type 1 Working Drawing consisting of the sealant manufacturer’s application procedure. Construct the bridge paving joint seal as specified ion the Plans and in accordance with the detail shown in the Standard Plans. Construct the sawcut in accordance with the detail shown in the Standard Plan. Construct the sawcut in accordance with Section 5-05.3(8)B and the manufacturer’s application procedure. 5-04.3(12)B2 Paved Panel Joint Seal Construct the paved panel joint seal in accordance with the requirements specified in section 5 - 04.3(12)B1 and the following requirement: 1. Clean and seal the existing joint between concrete panels in accordance with Section 5 - 01.3(8) and the details shown in the Standard Plans. 112 5-04.3(13) Surface Smoothness (June 30, 2025 Renton GSP) The completed surface of all courses shall be of uniform texture, smooth, uniform as to crown and grade, and free from defects of all kinds. The completed surface of the wearing course shall not vary more than ⅛ inch ¼ inch from the lower edge of a 10-foot straightedge placed on the surface parallel to the centerline. The transverse slope of the completed surface of the wearing course shall vary not more than ¼-inch in 10 feet from the rate of transverse slope shown in the Plans. When deviations in excess of the above tolerances are found that result from a high place in the HMA, the pavement surface shall be corrected by one of the following methods: 1. Removal of material from high places by grinding with an approved grinding machine, or 2. Removal and replacement of the wearing course of HMA, or 3. By other method approved by the Engineer. Correction of defects shall be carried out until there are no deviations anywhere greater than the allowable tolerances. Deviations in excess of the above tolerances that result from a low place in the HMA and deviations resulting from a high place where corrective action, in the opinion of the Engineer, will not produce satisfactory results will be accepted with a price adj ustment. The Engineer shall deduct from monies due or that may become due to the Contractor the sum of $1,500.00 for each and every section of single traffic lane 100 feet in length in which any excessive deviations described above are found. When utility appurtenances such as manhole covers and valve boxes are located in the traveled way, the utility appurtenances shall be adjusted to the finished grade prior to paving. This requirement may be waived when requested by the Contractor, at the discretion of the Engineer or when the adjustment details provided in the project plan or specifications call for utility appurtenance adjustments after the completion of paving. Utility appurtenance adjustment discussions will be included in the Pre -Paving and Pre-Planing Briefing (5-04.3(14)B3). Submit a written request to waive this requirement to the Engineer prior to the start of paving. 5-04.3(14) Planing (Milling) Bituminous Pavement (December 12, 2025 APWA GSP) The planing plan must be approved by the Engineer and a pre-planing meeting must be held prior to the start of any planing. See Section 5-04.3(14)B2 for information on planing submittals. Where planing an existing pavement is specified in the Contract, the Contractor must remove existing surfacing material and to reshape the surface to remove irregularities. The finished product must be a prepared surface acceptable for receiving an HMA overlay. 113 Use the cold milling method for planing unless otherwise specified in the Contract. Do not use the planer on the final wearing course of new HMA. Conduct planing operations in a manner that does not tear, break, burn, or otherwise damage the surface which is to remain. The finished planed surface must be slightly grooved or roughened and must be free from gouges, deep grooves, ridges, or other imper fections. The Contractor must repair any damage to the sur-face by the Contractor’s planing equipment, using an Engineer approved method. Repair or replace any metal castings and other surface improvements damaged by planing, as determined by the Engineer. A tapered wedge cut must be planed longitudinally along curb lines sufficient to provide a minimum of 4 inches of curb reveal after placement and compaction of the final wearing course. The dimensions of the wedge must be as shown on the Drawings or as spe cified by the Engineer. A tapered wedge cut must also be made at transitions to adjoining pavement surfaces (meet lines) where butt joints are shown on the Drawings. Cut butt joints in a straight line with vertical faces 2 inches or more in height, producing a smooth transition to the existing adjoining pavement. After planing is complete, planed surfaces must be swept, cleaned, and if required by the Contract or directed by the Engineer, patched and preleveled. The Engineer may direct additional depth planing. Before performing this additional depth planing, the Contractor must conduct a hidden metal in pavement detection survey as specified in Section 5-04.3(14)A. 5-04.3(14)A Pre-Planing Metal Detection Check Before starting planing of pavements, and before any additional depth planing required by the Engineer, the Contractor must conduct a physical survey of existing pavement to be planed with equipment that can identify hidden metal objects. Should such metal be identified, promptly notify the Engineer. See Section 1-07.16(1) regarding the protection of survey monumentation that may be hidden in pavement. The Contractor is solely responsible for any damage to equipment resulting from the Contractor’s failure to conduct a pre-planing metal detection survey, or from the Contractor’s failure to notify the Engineer of any hidden metal that is detected. 5-04.3(14)B Paving and Planing Under Traffic 5-04.3(14)B1 General 114 In addition, the requirements of Section 2-03.3 and the traffic controls required in Section 2-04, and unless the Contract specifies otherwise or the Engineer approves, the Contractor must comply with the following: 1. Intersections: a. Keep intersections open to traffic at all times, except when paving or planing operations through an intersection requires closure. Such closure must be kept to the minimum time required to place and compact the HMA mixture, or plane as appropriate. For paving, schedule such closure to individual lanes or portions thereof that allows the traffic volumes and schedule of traffic volumes required in the approved traffic control plan. Schedule work so that adjacent intersections are not impacted at the same time and comply with the traffic control restrictions required by the Traffic Engineer. Each individual intersection closure, or partial closure, must be addressed in the traffic control plan, which must be submitted to and accepted by the Engineer, see Section 2-04.2(2). c. When planing or paving and related construction must occur in an intersection, consider scheduling and sequencing such work into quarters of the intersection, or half or more of an intersection with side street detours. Be prepared to sequence the work to individual lanes or portions thereof. d. Should closure of the intersection in its entirety be necessary, and no trolley service is impacted, keep such closure to the minimum time required to place and compact the HMA mixture, plane, remove asphalt, tack coat, and as needed. e. Any work in an intersection requires advance warning in both signage and a number of Working Days advance notice as determined by the Engineer, to alert traffic and emergency services of the intersection closure or partial closure. f. Allow new compacted HMA asphalt to cool to ambient temperature before any traffic is allowed on it. Traffic is not allowed on newly placed asphalt until approval has been obtained from the Engineer. 2. Temporary centerline marking, post-paving temporary marking, temporary stop bars, and maintaining temporary pavement marking must comply with Section 8-23. 3. Permanent pavement marking must comply with Section 8-22. 5-04.3(14)B2 Submittals – Planing Plan and HMA Paving Plan The Contractor must submit a separate planing plan and a separate paving plan to the Engineer at least 5 Working Days in advance of each operation’s activity start date. These plans must show how the moving operation and traffic control are coordinated, as they will be discussed at the pre-planing briefing and pre-paving briefing. When requested by the Engineer, the Contractor must provide each operation’s traffic control plan on 24 x 36 inch or larger size Shop Drawings with a scale showing both the area of operation and sufficient detail of traffic beyond the area of operation where detour traffic may be required. The scale on the Shop Drawings is 1 inch = 20 feet, which may be changed if the Engineer agrees sufficient detail is shown. The planing operation and the paving operation include, but are not limited to, metal detection, removal of asphalt and temporary asphalt of any kind, tack coat and drying, staging of supply trucks, paving trains, rolling, scheduling, and as may be discussed at the briefing. 115 When intersections will be partially or totally blocked, provide adequately sized and noticeable signage alerting traffic of closures to come, a minimum 2 Working Days in advance. The traffic control plan must show where police officers will be stationed w hen signalization is or may be, countermanded, and show areas where flaggers are proposed. At a minimum, the planing and the paving plan must include: 1. A copy of the accepted traffic control plan, see Section 2-04.2(2), detailing each day’s traffic control as it relates to the specific requirements of that day’s planing and paving. Briefly describe the sequencing of traffic control consistent with the proposed planing and paving sequence, and scheduling of placement of temporary pavement markings and channelizing devices after each day’s planing, and paving. 7. A copy of each intersection’s traffic control plan. 8. Haul routes from Supplier facilities, and locations of temporary parking and staging areas, including return routes. Describe the complete round trip as it relates to the sequencing of paving operations. 9. Names and locations of HMA Supplier facilities to be used. 10. List of all equipment to be used for paving. 11. List of personnel and associated job classification assigned to each piece of paving equipment. 12. Description (geometric or narrative) of the scheduled sequence of planing and of paving, and intended area of planing and of paving for each day’s work, must include the directions of proposed planing and of proposed paving, sequence of adjacent lane paving, sequence of skipped lane paving, intersection planing and paving scheduling and sequencing, and proposed notifications and coordination to be timely made. The plan must show HMA joints relative to the final pavement marking lane lines. 13. Names, job titles, and contact information for field, office, and plant supervisory personnel. 14. A copy of the approved Mix Designs. 15. Tonnage of HMA to be placed each day. 16. Approximate times and days for starting and ending daily operations. 116 5-04.3(14)B3 Pre-Paving and Pre-Planing Briefing At least 2 Working Days before the first paving operation and the first planing operation, or as scheduled by the Engineer for future paving and planing operations to ensure the Contractor has adequately prepared for notifying and coordinating as required in the Contract, the Contractor must be prepared to discuss that day’s operations as they relate to other entities and to public safety and convenience, including driveway and business access, garbage truck operations, Metro transit operations and working around energized overhead wires, school and nursing home and hospital and other accesses, other contractors who may be operating in the area, pedestrian and bicycle traffic, and emergency services. The Contractor, and Subcontractors that may be part of that day’s operations, must meet with the Engineer and discuss the proposed operation as it relates to the submitted planing plan and paving plan, approved traffic control plan, and public convenience and safety. Such discussion includes, but is not limited to: 1. General for both Paving Plan and for Planing Plan: a. The actual times of starting and ending daily operations. b. In intersections, how to break up the intersection, and address traffic control and signalization for that operation, including use of police officers. c. The sequencing and scheduling of paving operations and of planing operations, as applicable, as it relates to traffic control, to public convenience and safety, and to other contractors who may operate in the Project Site. d. Notifications required of Contractor activities and coordinating with other entities and the public as necessary. e. Description of the sequencing of installation and types of temporary pavement markings as it relates to planning and to paving. f. Description of the sequencing of installation of, and the removal of, temporary pavement patch material around exposed castings and as may be needed g. Description of procedures and equipment to identify hidden metal in the pavement, such as survey monumentation, monitoring wells, streetcar rail, and castings, before planning, see Section 5-04.3(14)B2. h. Description of how flaggers will be coordinated with the planing, paving, and related operations. i. Description of sequencing of traffic controls for the process of rigid pavement base repairs. j. Other items the Engineer deems necessary to address. 2. Paving – additional topics: 117 a. When to start applying tack and coordinating with paving. b. Types of equipment and numbers of each type equipment to be used. If more pieces of equipment than personnel are proposed, describe the sequencing of the personnel operating the types of equipment. Discuss the continuance of operator personnel for each type equipment as it relates to meeting Specification requirements. c. Number of JMFs to be placed, and if more than one JMF how the Contractor will ensure different JMFs are distinguished, how pavers and MTVs are distinguished if more than one JMF is being placed at the time, and how pavers and MTVs are cleaned so that one JMF does not adversely influence the other JMF. d. Description of contingency plans for that day’s operations such as equipment breakdown, rain out, and Supplier shutdown of operations. e. Number of sublots to be placed, sequencing of density testing, and other sampling and testing. 5-04.3(15) Sealing Pavement Surfaces (December 12, 2025 APWA GSP) Apply a fog seal where shown in the plans. Construct the fog seal in accordance with Section 5 - 02.3. Unless otherwise approved by the Engineer, apply the fog seal prior to opening to traffic. 5-04.3(16) HMA Road Approaches (December 12, 2025 APWA GSP) Construct HMA approaches at the locations shown in the Plans or where staked by the Engineer. The Work shall be performed in accordance with Section 5-04. 5-04.3(17) Temporary Pavement Marking (June 30, 2025 Renton GSP) Add New Section 5-04.3(17): The furnishing and installing of temporary pavement marking shall be as described in Section 8 - 23. For this contract, all temporary pavement marking is considered short duration. 5-04.3(18) Permanent Pavement Patching and Overlay (June 30, 2025 Renton GSP) Add New Section 5-04.3(18): 118 All final pavement cuts shall be made by sawcut. Sawcuts shall be a minimum of one foot (1’) outside the trench width. The top two inches (2") of asphalt shall be ground down to a minimum distance of one foot (1’) beyond the actual outside edges of the trench and shall be replaced with two inches (2”) of Class B asphalt, per City of Renton Standards. Lane-width or a full street-width overlay will be determined by the Engineer based upon the location and length of the proposed trench within the roadway cross -section. Changes in field conditions may warrant modification overlay requirements by the Engineer. 1. Trenches (Road Crossings): a. The minimum width of a transverse patch (road crossing) shall be six and one -half feet (6.5’). See City of Renton Standard Plan 110. b. Any affected lane will be ground down two inches (2”) and paved for the entire width of the lane. c. Patch shall be a minimum of one foot (1’) beyond the excavation and patch length shall be a minimum of an entire traveled lane. d. Patch depth shall match the existing thickness or at minimum 8 -inches where the existing pavement section is composed partially or wholly of concrete and shall be 8” where the existing pavement section is not composed of any concrete. e. If the outside of the trenching is within three feet (3’) of any adjacent lane line, the entire adjacent traveled lane affected will be repaved f. An area including the trench and one foot (1’) on each side of the trench but not less than six and one half feet (6.5’) total for the entire width of the affected traveled lanes will be ground down to a depth of two inches (2”). A two-inch (2”) overlay of Class B asphalt will be applied per City standards. 2. Trenches Running Parallel With the Street: a. The minimum width of a longitudinal patch shall be four and one -half feet (4.5’). See City of Renton Standard Plan Drawing 110.1. b. Patch depth shall match the existing thickness or at minimum 8 -inches where the existing pavement section is composed partially or wholly of concrete and shall be 8” where the existing pavement section is not composed of any concrete. c. If the trenching is within a single traveled lane, an entire lane -width overlay will be required. d. If the outside of the trenching is within three feet (3') of any adjacent lane line, the entire adjacent traveled lane affected will be overlaid. 119 e. If the trenching is greater than, or equal to 30% of lane per block (660-foot maximum block length), or if the total patches exceed 12 per block, then the lanes affected will be overlaid. Minimum overlay shall include all patches within the block section. f. The entire traveled lane width for the length of the trench and an additional ten feet (10’) at each end of the trench will be ground down to a depth of two inches (2”). A two-inch (2”) overlay of Class B will be applied per City standards. 3. Potholes, Wells, and Other Small Patches: Potholes, abandoned wells, and other small patches shall meet the same requirements as trenching and pavement restoration. Patch shall extend a minimum of one foot (1’) beyond the excavation on all sides. All affected lanes will be ground down to a depth of two inches (2”) and paved not less than six and one half feet (6.5’) wide for the entire width of the lane. Patches greater than five feet (5’) in length, width or diameter shall be restored to trench restoration standards. In all cases, potholes, wells and other small patches shall be repaired per Renton Standard Plan 110. Restoration requirements utilizing vactor equipment will be determined by the engineer. The contractor in all cases can remove the pavement in the replacement area instead of grinding out the specified two inches (2”) of asphalt. Full pavement replacement to meet or exceed the existing pavement depth will be required for the area of pavement removal. The Engineer may determine in the field that a full street -width (edge-of-pavement to edge-of-pavement) overlay is required due to changes in the permit conditions such as, but not limited to the following: a. There has been damage to the existing asphalt surface due to the contractor's equipment. b. The trench width was increased significantly or the existing pavement is undermined or damaged. c. Any other construction related activities that require additional pavement restoration. All street surfaces, walks or driveways within the street trenching areas shall be feathered and shimmed to an extent that provides a smooth-riding connection and expeditious drainage flow for the newly paved surface. Feathering and shimming shall not decrease the minimum vertical curb depth below four inches (4") for storm water flow. The Engineer may require additional grinding to increase the curb depth available for storm water flow in areas that are inadequate. S himming and feathering, as required by the Engineer, shall be accomplished by raking out the oversized aggregates from the Class B mix as appropriate. 120 Surface smoothness shall be per Section 5-04.3(13). The paving shall be corrected by removal and repaving of the trench only. Asphalt patch depths will vary based upon the streets being trenched. The final patch or overlay shall be completed as soon as possible and shall not exceed fifteen (15) working days after first opening the trench. This time frame may be adjusted if delays are due to inclement paving weather or other adverse conditions that may exist. However, delaying of final patch or overlay work is subject to the Engineer's approval. The Engineer may deem it necessary to complete the work within the fifteen (15) working day time frame and not allow any time extension. Should this occur, the Contractor shall perform the necessary work, as directed by the Engineer. 5-04.5 Payment (June 30, 2025 Renton GSP) Payment will be made for each of the following Bid items that are included in the Proposal: “HMA Cl. ___ PG ___”, per ton. “HMA for Approach Cl. ___ PG ___”, per ton. “HMA for Preleveling Cl. ___ PG ___”, per ton. “HMA for Pavement Repair Cl. ___ PG ___”, per ton. “Commercial HMA”, per ton. The unit Contract price per ton for “HMA Cl. ___ PG ___”, “HMA for Approach Cl. ___ PG ___”, “HMA for Preleveling Cl. ___ PG ___”, “HMA for Pavement Repair Cl. ___ PG ___”, and “Commercial HMA” shall be full compensation for all costs, including anti -stripping additive, incurred to carry out the requirements of Section 5-04 except for those costs included in other items which are included in this Subsection and which are included in the Proposal. “Preparation of Untreated Roadway”, per mile. The unit Contract price per mile for “Preparation of Untreated Roadway” shall be full pay for all Work described under 5-04.3(4) , with the exception, however, that all costs involved in patching the Roadway prior to placement of HMA shall be included in the unit Contract price per ton for “HMA Cl. ___ PG ___” which was used for patching. If the Proposal does not include a Bid item for “Preparation of Untreated Roadway”, the Roadway shall be prepared as specified, but the Work shall be included in the Contract prices of the other items of Work. “Preparation of Existing Paved Surfaces”, per mile. The unit Contract Price for “Preparation of Existing Paved Surfaces” shall be full pay for all Work described under Section 5-04.3(4) with the exception, however, that all costs involved in patching the Roadway prior to placement of HMA shall be included in the unit Contract price per ton for “HMA Cl. ___ PG ___” which was used for patching. If the Proposal does not include a Bid 121 item for “Preparation of Untreated Roadway”, the Roadway shall be prepared as specified, but the Work shall be included in the Contract prices of the other items of Work. “Crack Sealing”, by force account. “Crack Sealing” will be paid for by force account as specified in Section 1 -09.6. For the purpose of providing a common Proposal for all Bidders, the Contracting Agency has entered an amount in the Proposal to become a part of the total Bid by the Contractor. “Pavement Repair Excavation Incl. Haul”, per square yard. The unit Contract price per square yard for “Pavement Repair Excavation Incl. Haul” shall be full payment for all costs incurred to perform the Work described in Section 5 -04.3(4) with the exception, however, that all costs involved in the placement of HMA shall be included in the unit Contract price per ton for “HMA for Pavement Repair Cl. ___ PG ___”, per ton. “Asphalt for Prime Coat”, per ton. The unit Contract price per ton for “Asphalt for Prime Coat” shall be full payment for all costs incurred to obtain, provide and install the material in accordance with Section 5-04.3(4). “Prime Coat Agg.”, per cubic yard, or per ton. The unit Contract price per cubic yard or per ton for “Prime Coat Agg.” shall be full pay for furnishing, loading, and hauling aggregate to the place of deposit and spreading the aggregate in the quantities required by the Engineer. “Asphalt for Fog Seal”, per ton. Payment for “Asphalt for Fog Seal” is described in Section 5-02.5. “Longitudinal Joint Seal”, per linear foot. The unit Contract price per linear foot for “Longitudinal Joint Seal” shall be full payment for all costs incurred to perform the Work described in Section 5-04.3(12). “Planing Bituminous Pavement”, per square yard. The unit Contract price per square yard for “Planing Bituminous Pavement” shall be full payment for all costs incurred to perform the Work described in Section 5-04.3(14). “Temporary Pavement Marking”, per linear foot. Payment for “Temporary Pavement Marking” is described in Section 8-23.5. “Water”, per M gallon. Payment for “Water” is described in Section 3-07.5. 122 “Job Mix Compliance Price Adjustment”, by calculation. “Job Mix Compliance Price Adjustment” will be calculated and paid for as described in Section 5-04.3(9)C6. “Compaction Price Adjustment”, by calculation. “Compaction Price Adjustment” will be calculated and paid for as described in Section 5 - 04.3(10)D3. “Roadway Core”, per each. The Contractor’s costs for all other Work associated with the coring (e.g., traffic control) shall be incidental and included within the unit Bid price per each and no additional payments will be made. “Cyclic Density Price Adjustment”, by calculation. “Cyclic Density Price Adjustment” will be calculated and paid for as described in Section 5 - 04.3(10)B. Asphalt Cost Price Adjustment The Contracting Agency will make an Asphalt Cost Price Adjustment, either a credit or a payment, for qualifying changes in the reference cost of asphalt binder. The adjustment will be applied to partial payments made according to Section 1-09.9 for the following bid items when they are included in the proposal: “HMA Cl. ___ PG ___” “HMA for Approach Cl. ___ PG ___” “HMA for Preleveling Cl. ___ PG ___” “HMA for Pavement Repair Cl. ___ PG ___” “Commercial HMA” The adjustment is not a guarantee of full compensation for changes in the cost of asphalt binder. The Contracting Agency does not guarantee that asphalt binder will be available at the reference cost. WSDOT will establish asphalt binder reference costs twice each month and post the information on the website at: https://wsdot.wa.gov/business-wsdot/how-do-business-us/public-works- contracts/payments-reporting/asphalt-binder-reference-cost. The reference cost will be determined using posted prices furnished by Poten & Partners, Inc. If the selected price source ceases to be available for any reason, then the Contracting Agency will select a substitute price source to establish the reference cost. 123 Price adjustments will be calculated one time per month. No price adjustment will be made if the Current Reference Cost is within +/-5% of the Base Cost. Reference costs for projects located in Eastern versus Western Washington shall be selected from the column in the WSDOT website table labeled “Eastern”, or “Western”, accordingly. The adjustment will be calculated as follows: If the reference cost is greater than or equal to 105% of the base cost, then Asphalt Cost Price Adjustment = (Current Reference Cost – (1.05 x Base Cost)) x (Q x 0.056). If the reference cost is less than or equal to 95% of the base cost, then Asphalt Cost Price Adjustment = (Current Reference Cost – (0.95 x Base Cost)) x (Q x 0.056). Where: Current Reference Cost is selected from the website table based on the “Date Effective” that immediately precedes the current month’s progress estimate end date. For work completed after all authorized working days are used, the adjustment will be based on the posted reference cost during which contract time was exhausted. Base Cost is selected from the website table based on the “Date Effective” that immediately precedes the contract bid opening date, and shall be a constant for all monthly adjustments. Q = total tons of all classes of HMA paid in the current month’s progress payment. “Asphalt Cost Price Adjustment”, by calculation. “Asphalt Cost Price Adjustment” will be calculated and paid for as described in this section. For the purpose of providing a common proposal for all bidders, the Contracting Agency has entered an amount in the proposal to become a part of the total bid by the Contractor. 5-05 CEMENT CONCRETE PAVEMENT 5-05.1 Description (June 30, 2025 Renton GSP) Section 5-05.1 is supplemented with the following: This work shall also consist of constructing scored cement concrete pavement for roadway (including roadway ramps) and scored colored cement concrete crosswalk pavement with architectural scoring and finishes for the raised intersections, in conformity wit h the lines, grades, thicknesses, and typical cross sections shown on the Plans. 5-05.2 Materials (June 30, 2025 Renton GSP) 124 Section 5-05.2 is supplemented with the following: Curing compound and sealer for pavement (including roadway ramps) installation shall be water based, non-flammable, low gloss, non-yellowing, non-clouding and wear resistant. Compound and sealer shall protect against water damage, oil and common stains, fo rmulated for exterior use. Cement Concrete Pavement for raised roadway intersections and roadway ramps shall be Type II Gray Portland Cement with saw-cut scored in a 4 feet x 4 feet pattern per Plans, with medium broom finish as shown per Plans and per the City of Renton Downtown St reetscape Design Standards and Guidelines. All cement concrete pavement used for constructing the driveway entrances shall be high early Portland cement concrete Class 4000 with 1-day cure and meets the requirements of Section 5- 05.3(17). Scored Colored Cement Conc. Crosswalk Pavement Color additives shall contain pure concentrated mineral pigments, containing no fillers, adulterants or admixtures, specially processed for mixing into concrete and complying with ASTM C979. Calcium chloride shall not be permitted in the mix. Type II Gray Portland Cement with integral color additive. Coloring concrete shall be uniform, color, “Flagstone Brown” No. 641, by Davis Colors, with a medium broom finish as shown per plans. Scored Colored Cement Conc. Crosswalk Pavement shall be cured and sealed with a curing compound and sealer to be approved by color additive manufacturer, for use with colored concrete, and shall comply with ASTM C309. Colored Cement Concrete shall be cured per manufacturer’s recommendation. 5-05.3 Construction Requirements (June 30, 2025 Renton GSP) Section 5-05.3 is supplemented with the following: Scored Colored Cement Conc. Crosswalk Pavement shall receive a medium broom finish perpendicular to the thermoplastic striping and saw-cut scored in a 2 feet x 2 feet pattern per Plans. Submittal The Contractor shall submit for approval to the Engineer a Placing and Jointing Plan at least three (3) working days prior to the commencement of any pavement construction. Transverse and longitudinal joints shall be contraction or through joints (including construction joints). Joints shall be constructed in accordance with the details shown in the Contract Plans. The faces of all joints shall be constructed perpendicular to the surface of the cement concrete pavement. 125 Sample for integral concrete color selection: Contractor shall submit color additive from manufacturer’s sample chip set and indicate color additive numbers and required color pigment dosage rates, for approval by Engineer. Mock-Up The Contractor shall provide a 4 feet x 4 feet area test panel of the integral concrete color, texture, and finish: Scored Colored Cement Conc. Crosswalk Pavement with medium broom finish, to demonstrate methods of obtaining consistent visual appearance, including materials, workmanship, finishes, and curing method to be used throughout the Project. No additional concrete shall be placed prior to the test panel being approved by the Engineer. The approved sample shall be the standard for acceptance of the rest of the work installed and shall be protected from damage until final acceptance and approval. Completed work not meeting the visual quality of the approved sample shall be removed and replaced by the Contractor at no additional cost to the City. 5-05.3(8) Joints (June 30, 2025 Renton GSP) Section 5-05.3(8) is supplemented with the following: When new pavement abuts an existing pavement, the locations of the joints in the new pavement shall match with the joints in the existing pavement unless otherwise shown on the plans. 5-05.3(8)D Isolation Joints Section 5-05.3(8)D is supplemented with the following: The joint alignment shall be at right angles to the pavement structure centerline unless otherwise specified in the Contract. Isolation joints shall be constructed with pre -molded material, 3/8-inch in thickness and conform to Section 9-04.1(2) Pre-molded Joint Filler for Expansion Joints and as shown on the Standard Plans in these Specifications. The joint material and backer rod shall be held accurately in place during the placing and finishing of the concrete by a bulkhead, a holder, metal cap or other approved method. The joint shall be perpendicular to the paved surface and the holder shall be in place long enough to prevent sagging of the joint material. A wood filler strip or metal cap shall be placed on the top of the backer rod and pre-molded joint filler to form the groove, and shall remain in place until after the finishing and the concrete is sufficiently set to resist sloughing in the groove. The joint filler shall be stapled together at the ends to preserve continuity. 126 Immediately after removal of side forms, the edges of the pavement shall be carefully inspected and wherever the joint filler is not fully exposed, the concrete shall be chipped down until the edge of the filler is fully exposed for the entire depth. 5-05.3(8)E Sealing Through Joints Section 5-05.3(8)E is new subsection: After the pavement is cured and before carrying any traffic, the space left by the removal of the wood filler strip, the metal cap, above the top of the backer rod and expansion joint filler strip, or construction joint shall be thoroughly cleaned of all loose material. The groove shall be completely free of any projecting concrete from the sides and the groove shall be continuous across the slab to each edge. It shall then be filled level with the pavement surface with joint sealant meeting the requirements of Section 9-04.2 Joint Sealants. The joint sealant material shall be heated and placed in accordance with the manufacturer’s instructions. Burned material will be rejected. The through joint groove shall be dry at the time of pouring the sealing compound. 5-07 TEMPORARY RESTORATION IN PAVEMENT AREA (June 30, 2025 Renton GSP) Section 5-07 is new Section with subsections: 5-07.1 Description Pavement areas that have been removed by construction activities must be restored by the Contractor prior to use by vehicular or pedestrian traffic. These areas include paving over excavated roadway and utility trenches, to provide paved access to private properties, and ramps for pedestrian access. Temporary pavement shall be placed around trench plates or other devices used to cover construction activities in a manner that provides a smooth and safe transition between surfaces. 5-07.2 Materials Hot mix asphalt patching shall be used for all temporary trench patching within the traveled way. Cold mix asphalt is allowed for temporary paving outside the traveled way. The cold mix asphalt shall be EZ Street or approved equal. All temporary paving shall be placed with a minimum thickness of 2 inches. Temporary pavement material that does not form a consolidated surface after compaction shall be considered unsuitable and shall be removed from the site. Unsuitable temporary pavement shall be disposed of offsite. 5-07.3 Construction Requirements The Contractor shall maintain temporary asphalt patches during the work to the satisfaction of the governing road agency and the Engineer, until said patch is replaced with permanent hot mix 127 patch. The completed pavement shall be free from ridges, ruts, bumps, depressions, objectionable marks, or other irregularities. The Contractor shall immediately repair, patch, or remove any temporary pavement that does not provide a flat transition betwe en existing pavement areas. All temporary paving shall be approved by the Engineer before placement. Placement of temporary pavement without prior approval of the Engineer shall be considered as a benefit of the Contractor and no cost to the owner. Any areas of temporary pavement to be removed and replaced shall also be approved by the Engineer before placement. This work shall also include the removal of the temporary pavement prior to paving of final asphalt concrete pavement. The permanent hot mix asphalt patch shall be placed and sealed as specified in Section 5-04. All temporary asphalt pavement shall be removed from the site by the end of the project and shall not be used as permanent asphalt pavement or subgrade material. 128 DIVISION 7 DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS, AND CONDUITS 7-01 DRAINS 7-01.2 Materials (Sept 30, 2025, Renton GSP) The second paragraph of Section 7-01.2 is revised as follows: Drain pipes may be concrete, zinc coated (galvanized) corrugated iron with Asphalt Treatment I, aluminum coated (aluminized) corrugated iron with Asphalt Treatment I, zinc coated (galvanized) steel with Asphalt Treatment I, corrugated aluminum alloy, polyvinyl chloride (PVC), or corrugated polyethylene (PE) at the option of the Contractor unless the Plans specify the type to be used. 7-01.3 Construction Requirements 7-01.3(1) Drain Pipe (Sept 30, 2025, Renton GSP) Section 7-01.3(1) is revised as follows: Drain pipe shall be laid in conformity with the line and grades as shown in the Plans. The drain pipe shall be laid with soil tight joints unless otherwise specified. PVC drain pipe shall be jointed with a bell and spigot joint using a flexible elastomeric seal as described in Section 9-04.8. The bell shall be laid upstream. PE or ABS drain pipe shall be jointed with snap -on, screw-on, or wraparound coupling bands as recommended by the manufacturer of the tubing. 7-01.3(2) Underdrain Pipe Section 7-01.3(2) is revised as follows: The second paragraph is revised as follows: Class 2 perforations shall be used unless otherwise specified. When Class 1 perforations are specified the perforated pipe shall be laid with the perforations down. Upon final acceptance of the Work, all drain pipes shall be open, clean, and free draining. Perforated pipe does not require a watertight joint. PVC underdrain pipe shall be jointed using either the flexible elastomeric seal as described in Section 9-04.8 or solvent cement as described in Section 9-04.9, at the option of the Contractor unless otherwise specified in the Plans. The bell shall be laid upstream. PE or ABS drainage tubing underdrain pipe shall be jointed with snap -on, screw-on, or wraparound coupling bands, as recommended by the manufacturer of the tubing. 7-02 CULVERT PIPE (Sept 30, 2025, Renton GSP) 7-02.2 Materials The second paragraph of Section 7-02.2 is revised and supplemented as follows: 129 When steel or aluminum is referred to in this section in regards to a kind of culvert pipe, pipe arch, or end sections, it shall be understood that steel is zinc coated (galvanized) with Asphalt Treatment I or aluminum coated (aluminized) corrugated iron or steel, and aluminum is corrugated aluminum alloy as specified in Sections 9-05.4 and 90-5.5. When plain or reinforced concrete, steel, or aluminum are referred to in Section 7-02 it shall be understood that reference is also made to PVC. 7-04 STORM SEWERS 7-04.2 Materials (Sept 30, 2025, Renton GSP) The second paragraph of Section 7-04.2 is supplemented as follows: The Contractor shall require pipe suppliers to furnish certificates signed by their authorized representative, stating the specifications to which the materials or products were manufactured. The Contractor shall provide 2 copies of these certifications t o the Engineer for approval. Certificates showing nonconformance with the Contract shall be sufficient evidence for rejection. Approval of certificates shall be considered only as tentative acceptance of the materials and products, and such action by Engineer will not relieve Contractor of their responsibility to perform field tests and to replace or repair faulty materials, equipment, and/or workmanship and Contractor’s own expense. (Sept 30, 2025, Renton GSP) Section 7-04.2 is supplemented with the following: Dense foam shall meet 9-05.52 of these Special Provisions. Direct Pipe Tee Connections: Direct pipe tee connections for use in gravity-flow sewer and storm drainage direct connections to pipe shall be Inserta Tee service connections, as manufactured by Inserta Tee and shall meet ASTM F2946 and consist of a PVC hub, rubber sleeve, and stainless steel band. Connection shall be a compression fit into the cored wall of a mainline pipe. Hub shall be made from heavy -duty PVC material. Stainless steel clamping assembly shall be of SS #301 for the band and housing and SS #305 for screws. Rubber sleeve and gasket, when applicable, shall meet the requirements of ASTM F477. Gaskets shall be installed by the manufacturer. A water-based solution provided by the manufacturer shall be used during assembly. Inserta Tee product shall provide a water connection according to the requirements of ASTM D3212. 7-04.2(1) Temporary Stormwater Diversion (March 31, 2026 Renton GSP) Section 7-04.2(1) is an added new section It shall be the Contractor’s responsibility to maintain operation of the existing storm sewer system throughout the duration of the project without any disruption of service until the new storm drain has been accepted by the City to receive stormwater flows, and connections are made between the existing and new storm based on scheduling approved by the Engineer. 130 A temporary stormwater diversion shall be capable of bypassing at least the 2-year peak flow during construction. The Contractor shall submit proposed methods for providing the diversions to the Engineer for approval prior to construction. The diversions shall have the least impact on property owners and traffic flow through the site. The diversions shall be installed, operated, and maintained only when needed where the existing storm drain system must be demolished to allow construction of the new system. Where shown on the Plans, Contractor shall time work of bypasses during period of anticipated no or little rain. If bypass pumping is provided, it shall be scheduled for continuous operation with backup equipment available at all times for periods of maintenance and refueling or failure of the primary bypass pump(s) or diversion system. The Contractor’s bypass operation shall be sized to handle, at a minimum, the 2 -year peak flow rate or can be reduced to a size determined by the Contractor if the temporary bypass can be timed to coincide with a period of little to no rain. The Contractor shall submit a Temporary Stormwater Diversion Plan in accordance with Section 1-07.15. The Contractor’s plan shall be reviewed by the City before the plan is implemented. The review of the flow diversion plan shall, as well as the Contractor’s proposed size of the bypass, in no way relieve the Contractor of his responsibility to provide a bypass system that conveys encountered flows without property damage or damage to the project or construction area. As risk associated with sizing the bypass and impacts to construction is born by the Contractor. 7-04.3 Construction Requirements 7-04.3(1) Cleaning and Testing (Sept 30, 2025, Renton GSP) Section 7-04.3(1) is supplemented with the following: Before testing begins and in adequate time to obtain approval through submittal process, prepare and submit test plan for approval by Engineer. Include testing procedures, methods, equipment, and tentative schedule. Obtain advance written approval for any deviations from Drawings and Specifications. Repair, correct, and retest sections of pipe which fail to meet specified requirements when tested. Perform testing as work progresses. Schedule testing so that no more than 1000 linear feet of installed pipeline remains untested at one time. Perform testing under observation of Engineer or Inspector. Schedule testing during no rain. Plug the lower end of the pipe if needed to test pipe. All pipe larger than 30-inch diameter shall have joints individually tested for Joint Tightness. Prior to final backfill, all joints shall be individually tested using low-pressure air per ASTM C1103. For the installation of any flexible pipe larger than 30-inches in diameter, the Contractor shall retain the services of a pipe manufacturer representative, knowledgeable in the installation methods 131 and practices for the specific pipe product used on this project, as well as on the installation practices for flexible pipelines in general. The manufacturer’s representative shall be present full time on site during the construction of the first 300 feet of pipe installation, and part-time, as required, thereafter until the entire pipeline installation is complete. The manufacturer’s representative shall observe pipe foundation, pipe installation, placement and compaction of pipe zone bedding and backfill, and testing procedures. The manufacturer’s representative shall notify Engineer and Contractor of any non -conforming installation, identifying the manufacturer recommended corrective action(s), within 24 hours of such occurrence. All flexible pipe shall be tested for maximum pipe deflection by pulling a rigid mandrel through the entire (i.e., 100%) flexible pipe length installed. Maximum deflection shall not exceed 5%. Mandrel testing shall conform to ASTM D3034 and be performed no sooner than 30 days after backfilling and prior to final acceptance testing of the segment. Submit test results to the Engineer. 1. Rigid mandrel shall have outside diameter (O.D.) equal to 95 percent of inside diameter (I.D.) of pipe. Inside diameter of pipe, for purpose of determining outside diameter of mandrel, shall be average outside diameter minus two minimum wall thicknesses for O.D. controlled pipe and average inside diameter for I.D. controlled pipe, dimensions shall be per appropriate standard. Statistical or other "tolerance packages" shall not be considered in mandrel sizing. 2. Rigid mandrel shall be constructed of metal or rigid plastic material that can withstand 200 psi without being deformed. Mandrel shall have nine or more "runners" or "legs" as long as total number of legs is odd number. Barrel section of mandrel shall have length of at least 75 percent of inside diameter of pipe. Rigid mandrel shall not have adjustable or collapsible legs which would allow reduction in mandrel diameter during testing. Provide and use proving ring for modifying each size mandrel. 3. Furnish "proving ring" with each mandrel. Fabricate ring of 1/2 -inch-thick, 3-inch-wide bar steel to diameter 0.02 inches larger than approved mandrel diameter. 4. If a rigid mandrel is not available, the Contractor may substitute a round steel bar meeting #3 above. “Testing Storm Sewer Pipe”, per linear foot shall be incidental to and included in storm sewer pipe bid items. 7-04.3(1)G Abandon Existing Storm Sewer Pipes (Sept 30, 2025, Renton GSP) Section 7-04.3(1)G is a new section: Where it is shown on the plans that existing storm sewer pipe is to be abandoned by filling with grout, all abandonment of storm drain lines shall conform to Section 7 -17.3(2)I. 7-04.3(2) CCTV Inspection (Sept 30, 2025, Renton GSP) 132 Section 7-04.3(2) is a new added section: All storm drain main lines constructed as part of this project shall be inspected by the use of closed-circuit television (CCTV) before substantial completion. The costs incurred in making the inspection shall be paid for under “CCTV Inspection”. All CCTV inspections for storm drain lines shall conform to Section 7-17.3(2)H. The Contractor shall bear all cost incurred in correcting any deficiencies found during the television inspection including the cost of any additional television inspection that may be required by the Engineer to verify the correction of said deficiency. The Contractor shall be responsible for all costs incurred in any television inspection performed solely for the benefit of the Contractor. 7-04.3(3) Direct Pipe Connections (Sept 30, 2025, Renton GSP) Section 7-04.3(3) is a new added section as follows: Field Pipe and Joint Performance: To assure water tightness, field performance verification may be accomplished by testing in accordance with ASTM F2487, ASTM F1417 or ASTM C1103. Appropriate safety precautions must be used when field-testing any pipe material. Contact the manufacturer for recommended leakage rates. Installation: Installation shall be in accordance with the manufacturer’s recommended installation guidelines. Backfill around the Inserta Tee service connection shall be, at a minimum, of the same material type and compaction level as specified for the ma inline pipe installation. 7-05 MANHOLES, INLETS, AND CATCH BASINS 7-05.2 Materials (Sept 30, 2025, Renton GSP) Section 7-05.2 is supplemented by adding the following: Where pre-approved City or WSDOT details do not exist, Shop Drawings and Calculations shall be submitted in accordance with Section 9-05.50(2). 7-05.3 Construction Requirements (Sept 30, 2025, Renton GSP) Section 7-05.3 is supplemented by adding the following: All manholes shall be in accordance with the Standard Plans. 7-05.3(1) Adjusting Manholes and Catch Basins to Grade (Sept 30, 2025, Renton GSP) 133 Section 7-05.3(1) is replaced with: Where shown in the Plans or where directed by the Engineer, the existing manholes, catch basins, or inlets shall be adjusted to the grade as staked or otherwise designated by the Engineer. The existing cast iron ring and cover on manholes and the catch basin frame and grate shall first be removed and thoroughly cleaned for reinstalling at the new elevation. From that point, the existing structure shall be raised or lowered to the required elevation. The Contractor shall construct manholes so as to provide adjustment space for setting cover and casting to a finished grade as shown on the Construction Plans. Manhole ring and covers shall be adjusted to the finished elevations per Standard Plan 106 prior to final acceptance of the Work. Manholes in unimproved areas shall be adjusted to 6” above grade. In unpaved streets: manholes, catch basins, and similar structures in areas to be surfaced with crushed rock or gravel shall be constructed to a point approximately eight inches below the subgrade and covered with a temporary wood cover. Existing manholes shall be cut off and covered in a similar manner. The Contractor shall carefully reference each manhole so that they may be easily found upon completion of the street Work. After placing the gravel or crushed stone surfacing, the manholes and manhole castings shall be constructed to the finished grade of the roadway surface. Excavation necessary for bringing manholes to grade shall center about the manhole and be held to the minimum area necessary. At the completion of the manhole adjustment, the void around the manhole shall be backfilled with materials which result in the section required on the typical roadway section and be thoroughly compacted. In cement concrete pavement: manholes, catch basins, and similar structures shall be constructed and adjusted in the same manner as outlined above except that the final adjustment shall be made and cast iron frame be set after forms have been placed and checked. In placing the concrete pavement, extreme care shall be taken not to alter the position of the casting in any way. In asphalt concrete pavement: manholes shall not be adjusted until the pavement is completed, at which time the center of each manhole shall be carefully relocated from references previously established by the Contractor. The manhole shall then be brought to proper grade utilizing the same methods of construction as for the manhole itself. The cast iron frame shall be placed on the concrete grade rings and mortar. The complete patch shall match the existing paved surface for texture, density, and uniformity of grade. The joint between the patch and the existing pavement shall then be carefully painted with hot asphalt cement or asphalt emulsion and shall be immediately covered with dry paving sand before the asphalt cement solidifies. Adjustment of inlets: The final alignment and grade of cast iron frames for new and old inlets to be adjusted to grade will be established from the forms or adjacent pavement surfaces. The final adjustment of the top of the inlet will be performed in similar manner to the above for manholes. On asphalt concrete paving projects using curb and gutter section, that portion of the cast iron frame not embedded in the gutter section shall be solidly embedded in asphalt also. The concrete shall extend a minimum of six inches beyond the edge of the casting and shall be left 2 inches below the top of the frame so that the wearing course of asphalt concrete pavement will butt the cast iron frame. The existing concrete pavement and edge of the casting shall be painte d with hot asphalt cement. Adjustments in the inlet structure shall be constructed in the same 134 manner and of the same material as that required for new inlets. The inside of the inlets shall be mortared. Monuments and cast-iron frame and cover: monuments and monument castings shall be adjusted to grade in the same manner as for manholes. Valve box castings: adjustments of valve box castings shall be made in the same manner as for manholes. 7-05.3(2) Abandon Existing Catch Basins and Manholes (March 31, 2026, Renton GSP) Section 7-05.3(2) with a title change, is revised as follows: Where it is required that an existing catch basin or manhole be abandoned, the structure shall be broken down to a depth of at least 4 feet below the revised surface elevation, all connections plugged with grout, drainage holes drilled in the manhole base to prevent standing water, and the manhole filled with CDF, sand, or gravel borrow compacted to 90 percent density as specified in Section 3-03.3(14)C. Debris resulting from breaking the upper part of the manhole may be mixed with the fill material subject to the approval of the Engineer. The ring and cover shall be salvaged if requested by the City and all other surplus material disposed of. 7-05.3(2)A Abandon Existing Storm Drain and Sanitary Sewer Pipe (Sept 30, 2025, Renton GSP) Section 7-05.3(2)A is a new section: Where shown on the plans, existing storm drain and sanitary sewer pipes shall be abandoned after existing connections have been properly transferred to the new system. Pipes 10 -inches and smaller shall be abandoned with concrete plugs at least 12-inches long in each end of the pipe at every location where the pipe is exposed or accessible. Pipes 12-inches and larger shall be filled entirely with flowable Cement-based Grout for Utility Abandonment as specified in Section 9-03.22. 7-05.3(3) Connections to Existing Manholes (Sept 30, 2025, Renton GSP) Section 7-05.3(3) is supplemented by adding the following: Where shown on the Plans, new storm drain pipes shall be connected to existing line, catch basin, curb inlets and/or manholes. The Contractor shall be required to core drill into the structure, shape the new pipe to fit and re -grout the opening in a workmanlike manner. Where directed by the Engineer or where shown on the Plans, additional structure channeling will be required. Connections to existing sanitary sewer pipes shall be made with ductile iron sleeve -style coupling, ROMAC or approved alternate, conforming to ASTM C219 and sized specifically for the pipe size and materials being connected. 135 Connections to existing sanitary sewer manholes shall be core drilled. Couplings shall be equal to “Kor-n-Seal” boots. Existing sanitary sewer manholes shall be cleaned, repaired, and re - channeled as necessary to match the new pipe configuration and as sho wn on the Construction Plans. A "connection to existing" item will be allowed at any connection of a new line to an existing structure. No "connection to existing" will be accepted at the location of new installation, relocation and adjustment of line(s) to manholes, catch basins, or curb inlets. Any damage to existing pipe or structure that is to remain in place resulting from the Contractor's operations shall be repaired or replaced at her/his own expense. The unit bid price per each shall be full compensation for all labor, materials and equipment required. 7-05.3(4) Drop Manhole Connection (Sept 30, 2025, Renton GSP) Section 7-05.3(4) is replaced with: Drop manhole connections shall be constructed in accordance with the Plans. All pipes and fittings shall be similar size and material as incoming mainline. 7-05.3(5) Manhole Coatings (March 31, 2026, Renton GSP) Section 7-05.3(5) is an added new section: All interior surfaces of new precast concrete sanitary sewer manholes shall be shop coated in accordance with 9-08.9. Coating shall be applied in accordance with manufacturer’s recommendations in a controlled environment before arriving on site. Field application of interior coating will not be accepted. 7-08 GENERAL PIPE INSTALLATION REQUIREMENTS 7-08.3 Construction Requirements 7-08.3(1) Excavation and Preparation of Trench 7-08.3(1)A Trenches (March 31, 2026, Renton GSP) Section 7-08.3(1)A is supplemented by adding the following: Trench Excavation Incl. Haul includes the trench excavation for the storm and sewer sanitary sewer in accordance with the trench limits outlined on the plan drawings. All trench excavated materials shall be disposed of off-site at an approved Contractor-provided disposal site. Excavation outside the excavation limits shown on the plan drawings shall be at no additional expense to the City. 136 Contaminated Trench Excavation includes the trench excavation of materials characterized as contaminated based on sampling results for the storm sewer, sanitary sewer, and water main construction and in accordance with the trench limits outline on the plan drawings. This excavated soil shall be managed in accordance with applicable state and federal regulations outlined in the Contract Documents. Handling and disposal of materials shall adhere to all transportation requirements, receive pre-approval from a disposal facility, manifesting, and record keeping, etc., as outlined in the Contractor’s Contaminated Soil and Groundwater Handling and Management Plan. The excavations will require a shoring system to limit the volume of excavation. Wet Weather Earthwork The Contractor shall perform all wet weather earthwork in small sections to minimize exposure to wet conditions. All excavations or removal of unsuitable soils shall be immediately followed by placement and compaction of replacement fill to depth as required. Limit type of construction equipment to prevent soil disturbance. The Contractor shall slope and seal with a smooth drum vibratory roller the ground surface within the construction area to prevent ponding and promote rapid runoff of water. All soils shall be compacted to avoid absorption of water. Soils which become too wet for compaction shall be removed and replaced at no additional cost to the Contracting Agency. Contractor shall take care to protect stockpiles from stormwater by covering and securing per City of Renton Standard Plan 213.3. 7-08.3(1)C Bedding the Pipe (Sept 30, 2025, Renton GSP) Section 7-08.3(1)C is supplemented by adding the following: Pipe bedding for PVC sewer pipe shall meet the requirements of Section 9 -03.12(3). It shall be placed to a depth of 6" over and 6" under the exterior walls of the pipe. For all pipe bedding, hand compaction of the bedding materials under the pipe haunches will be required. Pipe bedding should provide a firm uniform cradle for support of the pipes. Prior to installation of the pipe, the pipe bedding should be shaped to fit the lower part of the pipe exterior with reasonable closeness to provide uniform support along the pipe. Hand compaction shall be accomplished by using a suitable tamping tool to firmly tamp bedding material under the haunches of the pipe. Care shall be taken to avoid displacement of the pipe during the compaction effort. Pipe bedding material should be used as pipe zone backfill and placed in layers and tamped around the pipes to obtain complete contact. Bedding material shall meet the requirements of Gravel backfill for Pipe Zone Bedding in accordance with Standard Specification Section 9-03.12(3), unless otherwise approved by the Engineer. Pipe bedding shall be considered incidental to the pipe and no further compensation shall be made. 137 In areas where the subgrade soils in the trench excavation consist of fine -grained soils, such as silt/clay, or organic rich soils, the Contractor shall notify the Engineer immediately. The Engineer may direct the Contractor to use a geotextile separator fabric be placed over the native soils prior to placement of the pipe bedding. The geotextile shall meet the requirements of Section 9 - 33.2(1) Table 3 for Separation. Geotextile shall be paid for by the square yard under the bid item “Construction Geotextile for Separation”. 7-08.3(1)D Pipe Foundation (Sept 30, 2025, Renton GSP) Section 7-08.3(1)D is a new section: Pipe foundation in poor soil: When soft or unstable material is encountered at the subgrade which, in the opinion of the Engineer, will not uniformly support the pipe, such material shall be excavated to an additional depth as required by the Engineer and backfilled with foundation gravel material placed in maximum 12-inch lifts. Foundation gravel shall be CSBC and conform to the requirements of Section 9-03.9(3) of the Standard Specifications. Corrections faulty grade: Excess excavation below grade shall be backfilled with foundation gravel as specified above and thoroughly compacted to the required grade line at no expense to the City. 7-08.3(2) Laying Pipe 7-08.3(2)A Survey Line and Grade (Sept 30, 2025, Renton GSP) Section 7-08.3(2)A is replaced with: Survey line and grade control shall be provided in accordance with Sections 1-05.4, 1-05.5 and 1-11 in a manner consistent with accepted practices. The Contractor shall transfer line and grade into the trench where they shall be carried by means of a laser beam. Any other procedure shall have the written approval of the Engineer. 7-08.3(2)B Pipe Laying – General (Sept 30, 2025, Renton GSP) Section 7-08.3(2)B is supplemented by adding the following: Pipe shall be laid up-grade beginning at the downstream point of connection unless specifically requested by the Contractor in writing and approved by the Engineer. Checking of the invert elevation of the pipe may be made by calculations from measurements on the top of the pipe, or by looking for ponding of 1/2" or less, which indicates a satisfactory condition. At manholes, when the downstream pipe(s) is of a larger size, pipe(s) shall be laid by matching the crown elevation, unless otherwise approved by the Engineer. 138 All pipe, fittings, etc. shall be carefully handled and protected against damage, impact shocks, and free fall. All pipe handling equipment shall be acceptable to the Engineer. Pipe shall not be placed directly on rough ground but shall be supported in a manner, which will protect the pipe against injury whenever stored at the trench site or elsewhere. No pipe shall be installed where the lining or coating show defects that may be harmful as determined by the Engineer. Such damaged lining or coating shall be repaired, or a new undamaged pipe shall be furnished and installed. The Contractor shall inspect each pipe and fitting prior to installation to ensure that there are not damaged portions of the pipe. Any defective, damaged, or unsound pipe shall be repaired or replaced. All foreign matter or dirt shall be removed from the interior of the pipe before lowering into position in the trench. Pipe shall be kept clean during and after laying. All openings in the pipeline shall be closed with watertight expandable type sewer plugs at the end of each day's operation, or whenever the pipe openings are left unattended. The use of burlap, wood, or other similar temporary plugs will not be permitted. Where necessary to raise or lower the pipe due to unforeseen obstructions or other causes, the Engineer may change the alignment and/or the grades. Except for short runs, which may be permitted by the Engineer, pipes shall be laid uphill on grades that ex ceed 10 percent. Pipe, which is laid on a downhill grade, shall be blocked and held in place until sufficient support is furnished by the following pipe to prevent movement. Unless otherwise required, all pipe shall be laid straight between the changes in alignment, and at uniform grade between changes in grade. For concrete pipes with elliptical reinforcement, the pipe shall be placed with the minor axis of the reinforcement in a vertical position. Immediately after the pipe joints have been made, proper gasket placement shall be checked with a feeler gage as approved by the pipe manufacturer to verify proper gasket placement. 139 7-08.3(2)E Rubber Gasketed Joints (Sept 30, 2025, Renton GSP) Section 7-08.3(2)E is supplemented as follows: Care shall be taken by the Contractor to avoid over inserting the pipe and damaging the pipe or joint system. Any damaged pipe shall be replaced by the Contractor at his expense. 7-08.3(2)H Sewer Line Connections (Sept 30, 2025, Renton GSP) Section 7-08.3(2)H is supplemented by adding the following: All connections not occurring at a manhole or catch basin shall be done utilizing pre - manufactured tee connectors or pipe sections approved by the Engineer. Any other method or materials proposed for use in making connections shall be subject to approval by the Engineer. Unless otherwise approved by the Engineer, all connections of lateral sewers to existing mains shall be as follows: A. Vitrified Clay Main Cut in new PVC “Tee” using “Strong-Back” Flexible Couplings (Fernco or approved equal). B. Concrete Main Cut in new PVC “Tee” using “Strong-Back” Flexible Couplings (Fernco or approved equal). C. PVC & C900 PVC Main Core-drilled with Romac Saddle (or approved equal) or cut in new “Tee” using “Strong-Back” Flexible Couplings (Fernco or approved equal).. D. Ductile Iron Main Core-drilled with Romac Saddle (or approved equal). E. Lined Sewer Main Connection to sewer mains that have been lined (CIPP, Etc.); cut in new “Tee” using “Strong-Back” Flexible Couplings (Fernco or approved equal). F. HDPE Core-Drilled with Romac Saddle. “Inserta-Tee” may be used on sewer mains 12” diameter or larger. Connections (unless booted connections have been provided for) to existing concrete manholes shall be per Section 7-05.3(3). 7-08.3(2)J Placing PVC Pipe (Sept 30, 2025, Renton GSP) Section 7-08.3(2)J is an added new section: In the trench, prepared as specified in Section 7 -02.3(1), PVC pipe shall be laid beginning at the lower end, with the bell end upgrade. Gravel Backfill for Pipe Zone Bedding will be used as the 140 bedding material and extend from 6" below the bottom of the pipe to 6" above the top of the pipe. When it is necessary to connect to a structure with a mudded joint a rubber gasketed concrete adapter-collar will be used at the point of connection. 7-08.3(3) Backfilling 7-08.3(3)A Backfilling Pipe Trenches (Sept 30, 2025, Renton GSP) Section 7-08.3(3)A is a new section supplementing 7-08.3(3) Import Trench Backfill shall meet the requirements of Crushed Surfacing in accordance with WSDOT Standard Specification 9-03.9(3), Gravel Borrow in accordance with WSDOT Standard Specification 9-03.14(1), or Bank Run Gravel for Trench Backfill in accordance with WSDOT Standard Specification 9-03.19. The existing soils shall not be reused as trench backfill unless otherwise required by the Engineer. The structural trench backfill should be moisture conditioned to within approximately 3 percent of optimum moisture content or less as necessary to achieve the specified compaction. Trench backfill shall be densely compacted in a systematic manner using methods that consistently produce adequate compaction levels. During placement of the initial lifts, the trench backfill material shall not be bulldozed into the trench or dropped directly on the pipe. Heavy vibratory equipment shall not permitted to operate directly over the pipe until a minimum of 2 feet of backfill has been placed over the pipe bedding. Contactor shall take special care to obtain good compaction up to the edges of the excavation as the shoring is removed in accordance with the Shoring Plan. Moreover, attention must be paid to ensuring good compaction around manholes. The Engineer may be on-site to collect soil samples and to test compaction. The Contractor shall provide site access at all times for compaction testing and sample collection. Areas of the trench which fail to meet the compaction requirements shall be removed and replace and re- compacted at the Contractor’s expense. The Contractor shall be responsible for any settlement of backfill, sub-base, and pavement that may occur during the period stipulated in the Contract conditions. All repairs necessary due to settlement shall be made by the Contractor at no cost to the City. Backfill in unimproved areas shall be compacted to at least 90 percent of maximum dry density as determined by the modified proctor compaction test, ASTM D1557. The Contractor shall be responsible for the disposal of any excess excavated material. 7-09 WATER MAINS 7-09.1 Description 7-09.1(1) Definitions 7-09.1(1)A Trench Widths 141 (Sept 30, 2025, Renton GSP) Section 7-09.1.1(A) is revised as follows: Trench excavation and backfill for the water main construction shall be in accordance with the trench limits outlined in the table below. Existing soil conditions are variable, and areas of soil instability may exist. The Contractor is responsible for protecting and maintaining the trench integrity and shall be held accountable for liability of trench construction, maintenance, and incidental trench deficiencies or accidents. All trench excavated materials shall be disposed of off-site at an approved Contractor-provided disposal site, unless otherwise approved by the Engineer. Excavation outside the excavation payment limits shown on the plan drawings shall be at no additional expense to the City. Pipe Type Water Main Pipe Water Service Pipe Trench Depth All All Trench Pay Width (ft) 3 2 7-09.3 Construction Requirements 7-09.3(5) Grade and Alignment (Sept 30, 2025, Renton GSP) Section 7-09.3(5) is revised as follows: The depth of trenching for water mains shall be such as to give a minimum cover for 8 -inch pipe and smaller of 36”, and for 10inch and larger of 48 inches over the top of the pipe unless otherwise specified in the Special Provisions. Maximum cover for all water mains shall be 60 inches. Any deviations must be approved by the City of Renton prior to construction. Deeper excavation may be required due to localized breaks in grade, or to install the new main under existing culverts or other utilities where necessary. Where the profile of the pipeline and the ground surface is shown on the Plans, the pipeline shall be laid to the elevation shown regardless of depth. The excavation shall be to such depth that the minimum cover over valve operating nuts shall be 1-foot. 7-09.3(15) Laying of Pipe on Curves 7-09.3(15)A Ductile Iron Pipe (Sept 30, 2025, Renton GSP) Section 7-09.3(15) is revised as follows: Long radius curves with radius of 400 feet or more, either horizontal or vertical, pipe may be laid with standard pipe lengths by deflecting the joints. If the pipe is shown curved on the Plans and no special fittings are shown, the Contractor can assume that the curves can be made by deflecting the joints with standard lengths of pipe. If shorter lengths are required, the Plans will indicate maximum lengths that can be used. The amount of deflection at each pipe joint when pipe is laid on a horizontal or vertical curve shall not exceed 50% of the manufacturer’s printed recommended deflections. The Contractor shall submit to the Engineer the pipe manufacturer's 142 joint deflection recommendations prior to pipe installation indicating deflections are within allowable AWWA specification tolerances. Where field conditions require deflection or curves not anticipated by the Plans, the Engineer will determine the methods to be used. No additional payment will be made for laying pipe on curves as shown on the Plans, or for field changes involving standard lengths of pipe deflected at the joints. When additional fittings not shown on the Plans are required to meet field conditions, payment will be made under a separate bid item for additional fittings. When rubber gasketed pipe is laid on a curve, the pipe shall be jointed in a straight alignment and then deflected to the curved alignment. Trenches shall be made wider on curves for this purpose. Where pipe installation on curves requires the use of special fittings with mechanical-joint ends, wedge type restrained follower glands and concrete blocking shall be used per Section 7 - 09.3(21). Where restrained joint pipe is installed on a curve, the Contractor shall submit the pipe manufacturer’s recommendations to the Engineer for approval. 7-09.3(15)B Polyvinyl Chloride (PVC) Pipe (4 inches and Over) (Sept 30, 2025, Renton GSP) Section 7-09.3(15)B is supplemented as follows: Polyvinyl Chloride (PVC) Pipe shall not be used for water mains and appurtenances. 7-09.3(17) Laying Ductile Iron Pipe with Polyethylene Encasement (Sept 30, 2025, Renton GSP) The title and text of section 7-09.3(17) has been revised as follows: The Contractor shall lay ductile iron pipe with a polyethylene encasement. Pipe and polyethylene encasement shall be installed in accordance with AWWA C105. The polyethylene encasement shall also be installed on all appurtenances, such as pipe laterals, couplings, fittings, and valves, with 8-mil polyethylene plastic in accordance with Section 4-5 of ANSI 21.5 or AWWA C105. The polyethylene wrap shall be tube type and black color. Any damage that occurs to the wrap shall be repaired in accordance with ANSI/AWWA C105/A21.5-93. Installation of the polyethylene encasement shall be considered incidental to the installation of the pipe and fittings and no additional payment shall be allowed. 7-09.3(19) Connections 7-09.3(19)A Connections to Existing Mains (Sept 30, 2025, Renton GSP) Section 7-09.3(19) is revised to read as follows: 143 The Contractor shall not operate any valve on existing Water Main. The City of Renton Water Operations and Maintenance staff will make all connections to charged water mains and will operate all valves to accomplish shutdowns and subsequent reactivation. The draining of existing water mains will be done by City water maintenance staff. The Contractor shall provide pumping and disposal of the water from the draining of the existing water mains including de-chlorination of the water prior to disposal. Connections to the existing water main shall not be made without first making the necessary scheduling arrangements with the Engineer in advance. The Contractor shall request water main shut-offs for connections of new water mains to existing water mains at least ten (10) working days in advance for each connection. Approval of connections to existing water main is contingent on the Water Main and appurtenances being completely installed, tested, cleaned with polypig, disinfected and flushed per Contract requirements. City’s water operations and maintenance staff will notify in writing all water customers affected by the shut-offs of the water mains at least 48 hours in advance (not including weekends and holidays) of any water shut-offs. The Contractor may be required to perform the connection during times other than normal working hours. Water main shut-offs shall occur during non- holiday weekdays unless otherwise specified in the contract documents. Water main shut -offs shall not occur in the five (5) weekdays preceding or the day after the major holidays listed below: New Year’s Day, Martin Luther King Jr. Day, Memorial Day, Independence Day, Labor Day, Veterans Day, Thanksgiving Day, Christmas Day. Due to the needs of various water customers in the project vicinity, water shut -off periods are limited to the times set forth below: Days Hours Monday to Thursday 9:00 AM TO 3:00 PM Friday to Sunday DO NOT SCHEDULE The City of Renton’s Water Maintenance Manager, at his/her sole discretion, may adjust the above shut-off periods in order to address specific project circumstances and customer needs. No water main shutoffs affecting public schools will be allowed during scheduled school hours. The City reserves the right to re -schedule the connection if the work area is not ready at the scheduled time for the connection. Points of connection to existing water mains shall be exposed by hydro excavation or potholing prior to trenching of the new water mains. Before the installation of the new water mains, the Contractor shall field verify, in the presence of the Engineer, the actual location and depth of the existing water mains where new connections will be made to assure proper fit. Care shall be taken not to disturb existing thrust blocks and soil bearing areas. After excavation, the Contractor shall verify the dimensions, type, condition, and roundness of the exposed water main. The Contractor shall immediately notify the Engineer if the connection cannot be made as specified by the Contract Plans in order that the connection detail may be revised. When 144 necessary, the profile shall be adjusted as directed by the Engineer to prevent abrupt changes in grade and alignment of the water main and connection. The Contractor shall provide all saw-cutting, removal and disposal of existing surface improvements, excavation, haul and disposal of unsuitable materials, shoring, de -watering, foundation material, at the connection areas before the scheduled time for the connection by the City. The Contractor shall provide all materials necessary for the City Water Maintenance personnel to install all connections to existing water mains as indicated on the contract plans, including fittings, couplings, pipe spools, shackle materials to complete the connections. The City Water Operations and Maintenance staff will: a. Deactivate and dewater the existing and new water main to perform the connections. The Contractor shall provide pumping and disposal of the water from the draining of the water mains including de-chlorination. Cut, remove and dispose pipe sections as necessary to install the new Materials with Contractor’s assistance Swab all connecting pipe and fittings with 5-6%chlorine solution Perform the connection work Reactivate and flush the Water Main The Contractor shall install the polywrap on all pipes, fittings, and valves at the connection points and shall install concrete thrust blocks per Contract standard plans and specifications. In addition to those connections shown on the Plans, segments of a new Water Main may be placed in service prior to completion of the new Water Main. All connection between the charged and uncharged segments of the new Water Main, including connection to a new Tapping Tee and Valve will be done by the City of Renton Water Operations and Maintenance staff. Connections to existing water mains which include the cutting of the existing water main for the installation of new in-line tee and valves shall be done in two steps: Step 1: Cut-in of existing water main for installation of in-line tee, valves and appurtenances The Contractor shall provide all materials necessary for the City Water Maintenance personnel to cut the existing water main as indicated on the contract plans for the installation of the in -line tee and valves, including but not limited to the required fi ttings, couplings, pipe spools, shackle materials to complete the cut-in. After the cut-in of the in-line tee and valves by City personnel, the Contractor shall provide and install concrete blocking and polyethylene encasement behind the tee and other fittings. A minimum 3-day curing period is for all concrete blockings before a connection can be made to the new water mains or new tapping valve. Step 2: Connection of new water main to the above cut -in tee and valves, or to a new tapping valve on existing water mains 7-09.3(21) Concrete Thrust Blocking and Dead-Man Block (Sept 30, 2025, Renton GSP) Section 7-09.3(21) with a title change, is revised as follows: 145 Concrete thrust blocking shall be placed at bends, tees, dead ends, crosses and on other fittings in conformance to the City of Renton Standards Plans, latest revisions and Contract Plans. Concrete thrust collar and blocking and dead man thrust blocking shall be installed at locations shown on the plans and shall be in conformance with the Standard Plans and contract Plans. Reinforcement steel shall be Grade 40 or better. Blocking shall be poured in place Ready-Mix Concrete Class 3000 with a minimum compressive strength at 28 days of 3,000 psi. Job site mixing, hand-mixed concrete and mobile concrete mixers are not allowed. All fittings to be blocked shall be wrapped with 8-mil polyethylene plastic. Concrete blocking shall bear against solid undisturbed earth at the sides and bottom of the trench excavation and shall be shaped and properly formed with plywood or other acceptable forming materials so as not to obstruct access to the joints of the pipe, bolts or fittings. The forms shall be removed prior to backfilling. Unacceptable concrete blocking shall be replaced at the Contractor’s expense. The Contractor shall provide the Engineer at least 1 Working Day advance notice before pouring concrete thrust blocking and 1 Working Day advance notice for inspection and approval of all concrete blocking prior to backfilling. 7-09.3(23) Hydrostatic Pressure Test (CC, PSP) Section 7-09.3(23) is revised to read as follows: If required, the Contractor shall prepare a Testing and Disinfection Plan for review by the Engineer. The Plan shall provide detail on which segments of the water lines will be tested together and in which order. Submit this plan a minimum of 20 days prior to the firs t scheduled test. The Plan shall describe all elements of pressure testing, flushing, pigging, and disinfection. Water main and appurtenances including service connections to the meter setter shall be tested in sections of convenient length under a hydrostatic pressure equal to 150 psi in excess of that under which they will operate or in no case shall the test pressure be less than 225 psi at the highest point on the water main. Pumps, gauges, plugs, saddles, corporation stops, miscellaneous hose and piping, and measuring equipment necessary for performing the test shall be furnished and operated by the Contractor. The Contractor shall obtain a hydrant meter permit from the City by completing a permit application and making the required security deposits. The Contractor shall use the City’s issued hydrant meter with an attached backflow prevention assembly to draw w ater from the City’ water system to fill the water mains for poly -pigging, testing, cleaning, disinfection and for subsequent flushing purposes. There will be a charge for the water used for filling, testing, cleaning and disinfection of the water mains. Sections to be tested shall normally be limited to 1,500 feet or less. The Engineer may require that the first section of pipe, not less than 1,000 feet in length, installed by each of the Contractor’s crews, be tested in order to qualify the crew and the materials. Pipe laying shall not be continued more than an additional 1,000 feet until the first section has been tested successfully. 146 The pipeline shall be backfilled sufficiently to prevent movement of the pipe under pressure. Thrust blocks shall be in place and time allowed for the concrete to cure before testing. Where permanent blocking is not required, the Contractor shall furnish a nd install temporary blocking and remove it after testing. Before applying the specified test pressure, the water main shall be slowly filled, and air shall be expelled completely from the pipe, valves and hydrants. If permanent air vents are not located at all high points, the contractor shall install corporation cocks at such points so that the air can be expelled as the line is filled with water. After all the air has been expelled, the corporation cocks shall be closed, and the test pressure applied. At the conclusion of the pressure test, the corporation cocks shall be removed and plugged. The Contractor shall perform a leakage test concurrently with the pressure test. The pressure test shall be conducted for a 2-hour period. The test shall be accomplished by pumping the main up to the required pressure, stopping the pump for 2 hours, and then pumping the main up to the test pressure again. During the test, the section being tested shall be observed to detect any visible leakage. A clean container shall be used for holding water for pumping up pressure on the main being tested. This makeup water shall be sterilized by the addition of chlorine to a concentration of 50 mg/l. The acceptability of the pressure test and leakage test will be determined by two factors as follows: 1. The loss in pressure shall not exceed 5 psi during the 2-hour test period. 2. The quantity of water lost from the main and appurtenances shall not exceed the number of gallons during the 2-hour test period as listed in the following table. Allowable leakage in gallons per 1000 ft. of pipeline* for a 2-hour test period Nominal Pipe Diameter (inches) 4” 6" 8" 10" 12" 16" 20" 24" Te s t P r e s s u r e ( P S I ) 400 0.60 0.90 1.20 1.50 1.80 2.40 3.00 3.60 375 0.58 0.87 1.16 1.45 1.74 2.33 2.91 3.49 350 0.56 0.84 1.12 1.40 1.69 2.25 2.81 3.37 275 0.50 0.75 1.00 1.24 1.49 1.99 2.49 2.99 250 0.47 0.71 0.95 1.19 1.42 1.90 2.37 2.85 225 0.45 0.68 0.90 1.13 1.35 1.80 2.25 2.70 200 0.42 0.64 0.85 1.06 1.28 1.70 2.12 2.55 *If the pipeline under test contains sections of various diameters, the allowable leakage will be the sum of the computed leakage for each size. For those diameters or pressures not listed, the formula below shall be used: 147 The quantity of water lost from the main shall not exceed the number of gallons per hour as determined by the formula: L= SD√P__ 266,400 where: L = Allowable leakage in gallons/hour S = Gross length of pipe tested, feet D = Nominal diameter of the pipe in inches P = Test pressure during the leakage test in psi The quantity of water required to restore the pressure shall be accurately determined by either 1) pumping from an open container of suitable size such that accurate volume measurements can be made by the Engineer or, 2) by pumping through a positive displacement water meter with a sweep unit hand registering one (1) gallon per revolution. The meter shall be approved by the Engineer. Pressure gauges used in the test shall be accompanied with certifications of accuracy from a testing Laboratory approved by the Engineer. Any visible leakage detected shall be corrected by the Contractor regardless of the allowable leakage specified above. Should the tested section fail to meet the pressure test successfully as specified, the Contractor shall, at no additional expense to the Contracting Agency, locate and repair the defects and then retest the pipeline. All tests shall be made with the hydrant auxiliary gate valves open and pressure against the hydrant inlet valve. After the test is completed, each valve shall be tested by closing each in turn and relieving the pressure beyond. This test of the valve will be acceptable if there is no immediate loss of pressure on the gauge when the pressure comes against the valve being checked. The Contractor shall verify that the pressure differential across the valve does not exceed the rated working pressure of the valve. Prior to calling out the Engineer to witness the pressure test, the Contractor shall have all equipment set up completely ready for operation and shall have successfully performed the test to ensure that the pipe is in satisfactory condition. Defective materials or workmanship, discovered as a result of hydrostatic field test, shall be replaced by the Contractor at no additional expense to the Contracting Agency. Whenever it is necessary to replace defective material or correct the workmanship, the hydrostatic test shall be re-run at the Contractor’s expense until a satisfactory test is obtained. 7-09.3(24) Disinfection of Water Mains 7-09.3(24)A Flushing and "Poly-pigging" 148 (Sept 30, 2025, Renton GSP) Section 7-09.3(24)A with a title change, is revised as follows: Prior to disinfection and prior to final flushing of the Water Mains for bacteriological sampling and testing, all Water Mains shall first be poly -pigged to remove any solids or contaminated materials that may have entered or become lodged in the pipes during installation. The "Poly-pig" shall be light density foam (1-2 lbs/cubic-foot) with 90A durometer urethane rubber coating on the rear of the "Poly-pig" only. The "Poly-pig" shall be cylinder shaped with bullet nose or squared end. The “Poly-pigs” shall be inserted in the pipes and retrieved form the pipes through launching stations with vertical crosses and blow-off assemblies as shown and on the Contract Plans and Standard Plans. If the main cannot be poly-pigged, then a tap shall be provided large enough to develop a flow velocity of at least 2.5 fps in the water main. Taps required by the Contractor for temporary or permanent release of air, chlorination or flushing purposes shall be provided by the Contractor as part of the construction of water mains. The Contractor shall be responsible for disposal of treated water flushed from mains and shall neutralize the wastewater for protection of aquatic life in the receiving water before disposal into any natural drainage channel, i.e., receiving water, waters of the State, including wetlands. The Contractor shall be responsible for disposing of disinfecting solution to the satisfaction of the Contracting Agency and local authorities. At a minimum, chlorinated water shall be dechlorinated to a concentration of 0.1 parts per million (ppm) or less, and pH adjustment to within 6.5 – 8.5 standard units before discharging to surface waters of the State or to a storm sewer system that drains to surface waters of the State. If approved by the Engineer and by the local authority responsible for the sanitary sewer system, disposal of treated water from mains may be made to an available sanitary sewer, provided the rate of disposal will not overload the sewer. 7-09.3(24)D Dry Calcium Hypochlorite (Sept 30, 2025, Renton GSP) Section 7-09.3(24)D has been replaced with: Dry calcium hypochlorite shall not be placed in the pipe as laid. 7-09.3(24)K Retention Period (Sept 30, 2025, Renton GSP) Section 7-09.3(24)K has been revised as follows: Treated water shall be retained in the pipe at least 24 hours but no longer than 48 hours. After the retention period, the chlorine residual shall be tested at all pipe extremities and at other representative points and shall measure at least 25 mg/L. If a measurement of less than 25 mg/L is obtained repeat disinfection is required. 149 7-09.3(24)N Final Flushing and Testing (Sept 30, 2025, Renton GSP) Section 7-09.3(24)N is revised as follows: Following chlorination, treated water shall be flushed from the newly laid pipe until the replacement water throughout its length shows, upon test, the absence of chlorine. In the event chlorine is normally used in the source of supply, then the tests shal l show a residual not in excess of that carried in the water supply system. After flushing the treated water from the pipes, a 16-hour rest period is required before any water quality sampling can be taken from the new pipes. A sample tap shall be located ahead of the flushing hose for convenience and for sanitary sampling. Before placing the lines into service, and after a 16-hour rest period, two sets of satisfactory reports shall be received from the local or State Health Department or an approved testing lab on samples collected from representative points in the new system. Samples will be collected and bacteriological tests obtained by the Engineer or City Inspector. Following the retention period, the installation of new mains requires that two sets of samples for coliform analysis are collected using the following methods: AWWA C651-14 Option B 1. Provide rest period of at least 16 hours. 2. Collect first set of samples from representative points. 3. Provide wait period of at least 15 minutes. 4. Collect second set of samples from representative points. At a minimum, chlorinated water shall be dechlorinated to a concentration of 0.1 parts per million (ppm) or less, and pH adjustment to within 6.5 to 8.5 standard units, if necessary, before discharging to surface waters of the State or to a storm sewer system that drains to surface waters of the State. Following successful bacteriological testing on an individual segment, the City will complete the final tie-in of that segment within 10 working days. 7-09.3(25) Abandonment of Existing Water Pipe (Sept 30, 2025, Renton GSP) Section 7-09.3(26) is a new section: Where shown in the Plans or at other locations as determined by the Engineer, the Contractor shall abandon existing water lines per Section 7-08.3(4) of the Standard Specifications, these Special Provisions and the Contract Plans. Where the remaining portion of the existing water main is to remain in service following removal of the designated water main, hydrant assembly, or water service connection, the Contractor shall install a permanent cast iron or ductile iron cap or plug with associated fittings and thrust block. 150 7-12 VALVES FOR WATER MAINS 7-12.3 Construction Requirements 7-12.3(1) Installation of Valve Marker Post (Sept 30, 2025, Renton GSP) Section 7-12.3(1) is revised as follows: Where required, a valve marker post shall be furnished and installed with each valve. Valve marker posts shall be placed at the edge of the right -of-way opposite the valve and be set with 18 inches of the post exposed above grade. 7-12.3(2) Adjust Existing Valve Box to Grade (Sept 30, 2025, Renton GSP) Section 7-12.3(2) is a new section: Valve boxes shall be adjusted to grade in the same manner as for manholes, as detailed in Section 7-05.3(1) of the City of Renton Special Provisions. Valve box adjustments shall include, but not be limited to, the locations shown on the Plans. Existing roadway valve boxes shall be adjusted to conform to final finished grades. The final installation shall be made in accordance with the applicable portions of Section 7-12. In the event that the existing valve box is plugged or blocked with debris, the Contractor shall use whatever means necessary to remove such debris, leaving the valve installation in a fully operable condition. The valve box shall be set to an elevation tolerance of one-fourth inch (1/4") to one-half inch (1/2") below finished grade. 7-14 HYDRANTS 7-14.3 Construction Requirements 7-14.3(1) Setting Hydrants (Sept 30, 2025, Renton GSP) Section 7-14.3(1) is revised as follows: Where shown on the Plans, hydrants shall be installed in accordance with the Standard Plans and Contract specifications. A minimum 3-foot radius unobstructed working area shall be provided around all hydrants. The bottom surface of the breakaway flange sha ll be set 2-inches minimum and 7-inches maximum above the concrete shear block finished grade. For each hydrant requiring vertical adjustment, see Section 7-14.3(6). 151 Fire hydrants shall be of such length as to be suitable for installation with connections to 6", 8" and 10" piping in trenches 3 - 1/2 feet deep unless otherwise specified. The hydrant shall be designed for a 4-1/2-foot burial where 12" and larger pipe is shown unless otherwise noted in the Plans. After installation hydrants shall be subjected to a hydrostatic test as specified in Section 7 - 09.3(23). The hydrant excavation shall be backfilled and compacted when installation and testing are complete and accepted by the Engineer. A concrete shear block as shown by the hydrant details on the Standard Plans shall be constructed for all hydrants. Construction, Materials, and finishing of the concrete shear block shall conform to Section 8-14, Cement Concrete Sidewalk. The shear block shall be set flush with the immediately surrounding finish grade. The Contractor shall flush, test and disinfect furnished hydrants and hydrant barrel extensions according to Section 7-14.3(6). Upon completion of the project, all fire hydrants shall be painted with two field coats of Kelly - Moore/Preservative paint No. 5780-563 DTM Acrylic Gloss Safety Yellow or approved equal. Any hydrants not in service shall be identified by covering with a burlap or plastic bag properly secured. Fire hydrant assembly shall include: main line cast-iron or ductile iron tee (MJ x FL), 6" gate valve (FL x MJ), 6" DI spool (PE x PE) up to 20 feet in length, 5-1/4" MVO fire hydrant (MJ connection), 4" x 5" Storz adapter with stainless steel cable, cast iron valve box, cover, valve operating nut extension, 1-1/4" washed drain rock, blue reflective pavement marker, 16"x8"x4" (minimum) concrete blocks under hydrant and gate valve, 4'x4'x6" concrete shear block around hydrant, and mechanical joint restraint (wedge-type restrained retainer glands) with poured-in-place concrete thrust block behind the hydrant shoe or two 3/4-inch diameter Cor-Ten steel tie rods. 7-14.3(3) Resetting Existing Hydrants (Sept 30, 2025, Renton GSP) Section 7-14.3(3) is supplemented with the following: All existing hydrants to be reset shall be rebuilt to the approval of the Engineer. All rubber gaskets shall be replaced with new gaskets of the type required for a new installation of the same type. Unless a specific bid item has been included in the Proposal/Contract Document, resetting existing hydrants shall be incidental to and included in the various bid items. 7-14.3(4) Moving Existing Hydrants (Sept 30, 2025, Renton GSP) 152 Section 7-14.3(4) is supplemented with the following: All existing hydrants to be moved shall be rebuilt to the approval of the Engineer. All rubber gaskets shall be replaced with new gaskets of the type required for a new installation of the same type. Unless a specific bid item has been included in the Proposal/Contract Document, resetting existing hydrants shall be incidental to and included in the various bid items. Unless a specific bid item has been included in the Proposal/Contract Document, resetting existing hydrants shall be incidental to and included in the various bid items. 7-14.3(7) Remove and Salvage Hydrant (Sept 30, 2025, Renton GSP) Section 7-14.3(7) is a new section: Existing hydrants shall be removed where shown in the Plans. Removed hydrants shall be delivered to the City of Renton shops by the Contractor. The existing hydrant lateral tee shall be removed from the main. Unless a specific bid item has been included in the Proposal/Contract Document, resetting existing hydrants shall be incidental to and included in the various bid items. 7-14.3(8) Abandoned Valves (Sept 30, 2025, Renton GSP) Section 7-14.3(8) is a new section: All valves to be abandoned shall be abandoned in the closed position, unless shown otherwise, by removing a minimum of the top twenty-four inches of the valve box and then filling the bottom of the box with a minimum of 8-inches of sand. The remaining portion of the valve box shall be filled with concrete having an f’c of at least 2000 psi. Unless a specific bid item has been included in the Proposal/Contract Document, Abandoned Valves shall be incidental to and included in the various bid items. 7-14.3(9) Water Main-Cut and Cap (Sept 30, 2025, Renton GSP) Section 7-14.3(9) is a new section: The lateral must be cut within one (1) foot of the abandoned valve, or as shown on the plans, and capped. The contactor shall cut the existing pipe where shown on the drawing and install an approved ductile-iron cap complete with thrust block. Where a joint or coupling in the existing pipe is uncovered at the cut and cap location, the installation of a plug may be permitted with the project manager for the City of Renton Water system. A concrete thrust block shall be installed at all cap and plug locations. 153 Unless a specific bid item has been included in the Proposal/Contract Document, Water Main Cut and Cap shall be incidental to and included in the various bid items. 7-15 SERVICE CONNECTIONS 7-15.3 Construction Details (Sept 30, 2025, Renton GSP) Section 7-15.3 is replaced as follows: All pipe materials for new water service lines and for extension or replacement of existing water service lines shall be copper and lead free in accordance with the Federal Reduction of Lead in Drinking Water Act. Pipe materials for water service line installation for size 2-inch or less and connection to ductile iron water main shall be copper type “K” annealed tubing and seamless (ANSI H33.1). Ductile iron pipe Class 52 or stronger shall be direct-tapped with 1-inch corporation stops for 1- inch service lines. All meter setters for residential domestic use shall be 1 -inch by 1-inch setters unless otherwise specified on the Contract Plans. For existing 3/4-inch meters, the Contractor shall furnish and install reducing couplings to adapt the 1-inch setter to the standard 3/4-inch domestic meter. All installations shall be considered open cut, and the contractor shall locate and avoid other underground utilities during installation. The Contractor may install service lines utilizing a trenchless percussion and impact method (hoe-hogging) method but must obtain written approval from the Engineer. Where shown in the Plans, the Contractor shall: • Furnish and install new water service lines from the new water main to the new meter setters and new meter boxes near the existing meters • Furnish and install adaptors for the relocation of the existing water meters to the new meter setters and re-install the existing meters in the new meter setters • Connect the new meter setters to the customers’ private service lines • Restore disturbed areas to their approximate original condition as directed by the Engineer. Any water services crossing Seattle Public Utility’s CRPLs shall be Kamco© Aqua Shield type “K” copper, polyethylene coated pipe for municipal drinking water. 7-17 SANITARY SEWERS 7-17.2 Materials (Sept 30, 2025, Renton GSP) Section 7-17.2 is replaced with the following: 154 Pipe Gravity sewer pipe shall be as specified herein and as shown on the Plans. The Contractor shall provide two copies of the pipe manufacturer’s technical literature and tables of dimensional tolerances to the Engineer. Any pipe found to have dimensional to lerances in excess of those prescribed or having defects, which prevent adequate joint seal or any other damage, shall be rejected. If requested by the Engineer, not less than three nor more than five lengths of pipe for each size, selected from stock by the Engineer, shall be tested as specified for maximum dimensional tolerance of the respective pipe. Materials shall meet the requirements of the following sections: SDR 35 Sewer Pipe (ASTM D3034 & ASTM F679) Section 9-05.12(1). Ductile Iron Sewer Pipe Section 9-05.13. C900 Sewer Pipe (AWWA C900) Section 9-30.1(5)A All pipe shall be clearly marked with type, class, and thickness. Lettering shall be legible and permanent under normal conditions of handling and storage. 7-17.3 Construction Requirements 7-17.3(1) Protection of Existing Sewerage Facilities (March 31, 2026, Renton GSP) Section 7-17.3(1) is supplemented by adding the following: When extending an existing sewer, the downstream system shall be protected from construction debris by placing a screen or trap in the first existing manhole downstream of the connection. It shall be the Contractor's responsibility to maintain this screen or trap until the new system is placed in service and then to remove it. Any construction debris, which enters the existing downstream system, shall be removed by the Contractor at his expense, and to the satisfaction of the Engineer. When the first manhole is set, its outlet shall be plugged until acceptance by the Engineer. 7-17.3(1)A Temporary Sewer Bypass Systems It shall be the Contractor's responsibility to maintain operation of the existing sewer systems throughout the duration of the project without any interruption of sewer service. The Contractor shall divert all flows around each segment of the pipe designa ted for rehabilitation. This diversion shall consist of redirecting flow from an upstream manhole and discharging it to a manhole downstream of the rehabilitation operation. This can be accomplished via a combination of pumping and/or gravity flow. After the work is completed, flow shall be returned to the sewer system. The area affected by the bypass operation shall be fully restored. Bypass pumping shall be scheduled for continuous operation. Back-up equipment shall be on- site and available for periods of maintenance, refueling or failure of the primary bypass pump(s) or diversion system. Bypass pumping shall be done in such a manner as not to damage private or public property or create a nuisance or public menace. The bypass -pumping pipe shall not 155 block any driveways or intersections unless approved by the Engineer. The sewage shall be pumped through a watertight hose or pipe that is adequately protected from traffic. The discharge of raw sewage to private property, city streets, sidewalks, storm sewer, or any location other than an approved sanitary sewer is prohibited. The Contractor shall be liable for all cleanup, damages, and resultant fines should the Contractor's operation cause any backups or overflows. The Contractor's bypass operation shall be sized to handle, at a minimum, the full pipe capacity in each subject line removed from service. If flow conditions are greater than full pipe, the Contractor may elect to wait for flow conditions to subside prior to removing the subject line from service. Working days will not be charged for the period of time during which the flow is greater than full pipe. No additional payment will be made for periods of high flows during which the Contractor elects to wait for lower flows. Once the Contractor removes a section of line from service he/she is responsible to bypass any and all flow in the system during construction, even in the event the system surcharges and exceeds the full pipe capacity, until the line is re turned to service. All bypassing systems shall be approved by the Engineer. A plan for bypassing the existing sewer system shall be submitted by the Contractor for review. The Contractor's plan for bypass pumping shall be satisfactory to the Contracting Agency before the Contractor will be allowed to commence bypass pumping. The sewage bypass pumping plan shall include an emergency response plan to be followed in the event of a failure of the bypass pumping and a security plan for continued operation and protection of the bypass system. The review of the bypassing system and equipment by the Engineer shall in no way relieve the Contractor of his responsibility and public liability. The Contractor shall coordinate activities with impacted property owners. Property Owners shall be notified that their side sewer will be out of service for a specified period of time, as approved by the Engineer. Where there exist a situation where impacted properties cannot be disconnected, plugged, or subjected to any other service interruption, i.e. hospitals, care facilities, restaurants, etc., bypass pumping of the side sewer to the downstream sanitary sewer system shall be required. The contractor shall verify whether a property is able to be interrupted prior to bypassing operations. 7-17.3(2) Cleaning and Testing 7-17.3(2)H Television Inspection (March 31, 2026, Renton GSP) Section 7-17.3(2)H is supplemented by adding the following: CCTV Inspection 1. All newly installed and newly rehabilitated (public and private) Sanitary Sewer and Storm Drain main lines shall be inspected by means of remote CCTV. CCTV inspections and reports shall be submitted to the City of Renton inspector assigned to the project prior to receiving approval to install project curbs, gutters and/or pavement. 2. The Contractor shall perform all CCTV inspections in accordance with the National 156 Association of Sewer Service Companies (NASSCO) Pipeline Assessment Certification Program (PACP). 3. All CCTV operators shall have current NASSCO PACP certification. 3. CCTV inspections shall be recorded in a GraniteNet compatible format database using the latest software version and submitted with electronic links between the data and the video on an External HDD, DVD or Flash Drive. 4. All CCTV inspection reports shall be within +/- two (2) feet of the measured linear footage between manholes along the existing pipeline centerline from the start of pipe to end of pipe. 5. All Contracting Agency and PACP required header information must be fully and accurately entered on all CCTV reports. Work not following these specifications will be rejected and the Contractor shall be required to re-CCTV the work. 6. The documentation of the work shall consist of PACP CCTV Reports, PACP database which will have a .MDB or .MDF File extension, logs, electronic reports, etc. noting important features encountered during the inspection. The speed of travel shall be slow enough to inspect each pipe joint, tee connection, structural deterioration, infiltration and inflow sources, and deposits, but should not, at any time, be faster than 30 feet per minute, except as noted otherwise in this document. 7. The camera must be centered in the pipe to provide accurate distance measurements to provide locations of features in the sewer and these footage measurements shall be displayed and documented on the video. All PACP Observations shall be identified by audio and on a PACP log. All video must be continuously metered from manhole to manhole. All video recording shall be continuous from structure to structure with no “pausing” of the video recording during each pipeline inspection. The pipe shall be cleaned prior to the CCTV inspection to ensure all defects, features and observations are seen and logged. 8. Just prior to beginning the CCTV inspection, while the CCTV camera is in place and recording, water (containing dye) shall be introduced into the upstream manhole of each pipe segment until it is observed and recorded flowing past the camera’s field of vis ion in its entirety. 4. The CCTV camera shall have a water-level measuring device (ball, cylinder, etc.) attached that has ¼” markings to show the depth of water in the pipe during the CCTV inspection. 5. All manholes shall be channeled and coated prior to CCTV inspection. 6. Per City of Renton specification 7-08.3(2)B, sewer and storm drain pipeline shall have no more than ½” of ponding to be considered acceptable. 7-17.3(2)I Abandon Existing Sanitary Sewer Pipes (Sept 30, 2025, Renton GSP) 157 Section 7-17.3(2)I is a new section: Where it is shown on the plans that existing sanitary sewer pipe(s) is to be abandoned by filling with grout, both ends of the abandoned pipe and all lateral connections to the pipe shall be plugged with 3,000 psi cement concrete and the pipe shall be filled with cement-based grout. The grout mix design and method of installation shall be approved by the Engineer prior to beginning the operation (See Section 9-03.22 in these specifications for Grout Mix requirements). 7-18 SIDE SEWERS 7-18.2 Materials (Sept 30, 2025, Renton GSP) Section 7-18.2 is supplemented with the following: Material of side sewers shall match that of the sewer main unless otherwise shown on the Plans or directed by the Engineer. 7-18.3 Construction Requirements 7-18.3(5) End Pipe Marker (Sept 30, 2025, Renton GSP) Section 7-18.3(5) is deleted in its entirety and replaced as follows: The location of side sewers at the property line shall be indicated by the presence of a surface cleanout installed per the associated City of Renton Standard Plan. The Contractor shall survey and provide in the as-built drawings the location of all side sewer cleanouts or, if no cleanout is shown in the Plans, the location of the tie-in to the existing side sewer. 7-19 SEWER CLEANOUTS 7-19.3 Construction Requirements (Sept 30, 2025, Renton GSP) Section 7-19.3 is deleted in its entirety and replaced as follows: Sewer cleanouts shall be installed per the associated City of Renton Standard Plan(s). 7-19.4 Measurement (Sept 30, 2025, Renton GSP) Section 7-19.4 is deleted in its entirety and replaced as follows: Sewer cleanouts that are installed on sewer main lines will be measured per each. Sewer cleanouts that are installed on side sewers shall be considered incidental to the side sewer pipe. 158 7-20 PRE-INSTALLATION CLEANING AND INSPECTION OF SEWER LINES FOR CIPP (March 31, 2026, Renton GSP) Section 7-20 is a new section: 7-20.1 Description This work shall generally consist of cleaning, removing and disposing of waste materials including roots, and performing CCTV inspections of all sewer main segments included in or added to the project prior to installation of the liner pipes. 7-20.2 Materials 7-20.2(1) Equipment Cleaning Equipment Cleaning equipment shall be capable of removing dirt, grease, rocks, sand, roots, protruding laterals, exposed rubber gaskets, and other materials and obstructions from the sewer lines. Selection of equipment shall be based on field conditions such as access to manholes, quantity of debris, size of sewer main pipe, condition of sewer main pipe, and pipe lining activities. The equipment used to remove protruding laterals shall be capable of removing a minimum of 6-inch diameter non-reinforced concrete laterals. 7-20.3 Construction Requirements 7-20.3(1) Notification The Contractor shall provide notification of the project to the adjacent properties. Notification shall be by “door hanger” notice and where appropriate by direct contact. Notification shall include general information as to the type of construction, as well as specific information as to how the property may be affected and what steps should be taken to minimize impacts to the property and facilitate the Contractor’s work. 7-20.3(2) Cleaning Prior to conducting any CCTV inspection, the Contractor shall clean the sewer main segment, whereby the work “clean” in this specification is defined as the removal of all accumulations including sludge, dirt, sand, rocks, asphalt, concrete, grout, grease, roots, gaskets, and any other solid or semisolid material existing in the pipe with 100% debris removal. It will be the Contractor’s responsibility to make as many cleaning passes as necessary to meet the above definition of “clean”. Sludge, dirt, sand, rocks, grease, and other solids or semisolid material resulting from the cleaning operation shall be removed at the downstream manhole of the section being cleaned. Passing materials from manhole to manhole section is not permitted. Roots, protruding laterals, and hanging gaskets shall be removed from the sewer lines. Special attention shall be used during the cleaning to assure removal of these items from the joints and side sewer connections. Procedures may include the use of mech anical equipment such as rodding machines, robotic cutters, porcupines, and high-velocity hydro-jet cleaners. During sewer cleaning operations, precautions shall be taken by the Contractor in the use of 159 cleaning equipment to avoid damage to the pipe. Any damage of the sewer main pipe resulting from the Contractor’s cleaning operations, regardless of the existing condition of the pipe, shall be the responsibility of the Contractor. 7-20.3(3) Waste Material Disposal Prior to commencing with any cleaning work, the Contractor shall be responsible for making arrangements to dispose of all waste materials removed from the sewers during the cleaning operation at an approved off-site location. Trucks hauling waste from the site shall be watertight so that no leakage or spillage will occur. Under no circumstances shall waste removed from a sewer main segment be dumped onto the ground surface or streets, or into catch basins, or storm drains. 7-20.3(4) CCTV Inspection The Contractor shall perform a CCTV inspection after cleaning the sewer lines to document the condition of the host pipe, verify the footages of side sewer connections, and verify the lines were cleaned in accordance with these specifications. In order to allow for an accurate analysis of the condition of the existing sewer main/host pipe, the Contractor shall ensure that the entire surface of the sewer main under inspection is clearly visible. When the depth of sewage, which may be caused by existing defects such as sags, offsets, voids, etc., obstructs the ability of the Engineer to clearly view the sewer main/host pipe surface, the Contractor shall halt the inspection and remove sewage from the main using high - velocity jetting machines, or other non-destructive methods acceptable to the Engineer. Once the main section under inspection is clear of sewage the inspection may resume. If incoming flows are sufficient to obstruct the ability of the Engineer to clearly view the entire surface of the sewer main/host pipe under inspection, the Contractor shall temporarily plug all incoming flows to the upstream manhole, and bypass pump around the plugged segment and the sewer main segment under inspection. Bypass pumping from the upstream manhole shall be utilized in accordance with Section 7-17.3 of these specifications and shall be incidental to the unit price for CCTV cleaning and inspection. Flows introduced by laterals are unavoidable and expected, however, should these flows introduce sufficient sewage to obscure the visibility of the pipe, the Contractor shall halt the inspection until the sewage has been removed. If the Contractor should find rocks and sediments, roots, grease, grout, protruding laterals, hanging gaskets, or other obstructions that would otherwise prevent the installation of the liner, they shall halt the inspection and remove said obstructions pri or to completing the CCTV inspection. If internal cleaning, and or obstruction removal is not possible due to the type of materials causing the obstruction, or fragile condition of the existing sewer main/host pipe, the Contractor shall note this in his lining feasibility determination on the inspection report. The Contractor shall maintain a clean and clear lens for the duration of the CCTV inspection. Should the lens become soiled, fogged, or otherwise impaired to any degree that impedes the ability to clearly see the condition of the pipe, the Contractor shall halt the inspection and clean/clear the lens of any foreign matter impeding the visual inspection. No additional 160 compensation will be made for re-inspections required by the Engineer due to soiled, fogged, or otherwise impaired camera lenses. The Contractor shall maintain sufficient light levels within the main to allow for visual inspection of the pipe walls for a minimum distance of three (3) feet in front of the camera lens for all 8” to 10” pipe, and four (4) feet for all pipes sizes 12” an d up. Additionally, the Contractor shall make certain that the light levels are not so bright the visual inspection is impeded. Should the camera get stuck in the sewer, the Contractor shall be responsible for all costs in extracting it. Costs related to difficulties encountered during internal video inspection are incidental to the contract, and claims will not be considered. CCTV inspections shall be performed in accordance with 7-17.3(2)H. 7-20.3(5) Lining Feasibility Prior to submitting a Pre-Installation Inspection CCTV video and associated inspection report, the Contractor shall review all information on the video and in the report. The CCTV inspection video for each sewer main segment shall be viewed in its entirety to ensure there were no missed service connections or pipe defects during the CCTV inspection, as well as to ensure the quality of the video. The Contractor, in cooperation with the Engineer, is responsible for determining whether or not a sewer main segment is suitable for CIPP lining. The Contractor shall not install a CIPP liner in any sewer main segment with existing defects that interfere with or cause a reduction in hydraulic capacity, or which may hinder in any way the quality of installation of the CIPP liner system. The Contractor’s assessment of whether or not a sewer main segment is suitable for lining shall be noted on each inspection report, as well as the Video Inspection Tracking Log, and presented to the Engineering with Pre-Installation inspection submittals. If the Engineer agrees with the assessment, the sewer main segment will be lined or removed from the contract accordingly. The following sewer main pipe defects and conditions shall be considered as guidelines when performing CCTV inspection review and making lining feasibility assessments: 1. Sags: Any section of a sewer main segment that has a sag which causes sewage levels to continuously reach one third (1/3) pipe or greater, and which is longer than ten (10) feet in length shall be noted on the Video Inspection Tracking Log and presented to the Engineer. The Engineer shall make the final determination of whether the sag is acceptable or needs repair prior to lining. In the event that a repair is necessary, the entire sewer main segment shall be removed from the contract. 2. Protruding Laterals: Any side sewer lateral that encroaches beyond the inside diameter of the sewer main host pipe shall be considered a protruding lateral. The Contractor shall take appropriate measures to internally remove that portion of the lateral t hat is protruding. The method used to remove the protrusion shall not be destructive to that portion of the side sewer lateral outside of the inside surface of the sewer main host pipe, and shall result in a smooth, non-jagged edge which will not hinder in any way the quality of the installation of the CIPP liner system. If the Contractor is unable to remove the 161 protruding lateral, it shall be noted on the inspection report and Video Inspection Tracking Log and presented to the Engineer. The Engineer shall make the final determination of whether the protruding lateral is acceptable or needs repair prior to lining . In the event that a repair is necessary, the entire sewer main segment may be removed from the contract by the Contracting Agency. Internal removal of protruding laterals shall be incidental to the bid item “Pre-Installation Cleaning and Inspection”. 3. Bends and Curves: If, in the opinion of the Contractor, there exists a section in the sewer main segment with bends or curves which may prevent lining operations, or future CCTV inspections after a liner has been installed, or which may hinder in any way the quality of installation of the CIPP liner system, it shall be noted on the inspection report and Video Inspection Tracking Log and presented to the Engineer. The Engineer shall review the defect and, if warranted, may remove the sewer main segment from the contract. 4. Offset Joints: Any joint that is offset by more than one half (1/2) on an inch in an 8 -inch diameter pipe or one (1) inch in a 10-inch diameter or larger pipe shall be noted on the inspection report and Video Inspection Tracking Log and presented to the Engineer. The Engineer shall review the defect and make a final determination of whether the offset is acceptable or needs to be repaired prior to lining. 5. Roots and Hanging Gaskets: The Contractor is required to remove all roots and hanging gaskets within the sewer main pipe as a part of the cleaning operations. If there are any roots growing into the main from a side sewer lateral the Contractor shall take measures to cut them back to the point that they are no longer in the main. The Contractor shall note these occurrences on the inspection report and Video Inspection Tracking Log. 6. Other Defects: Any other defects in a sewer main segment that, in the Contractor’s opinion, will impede the Contractor’s ability to clean and/or line to the level of quality required within these contract provisions shall be noted on the inspection report and Video Inspection Tracking Log and presented to the Engineer. The Engineer shall review the defect and, if warranted, remove the sewer main segment from the contract. 7-20.3(6) Active/Inactive Lateral Assessments Based on existing information and the Pre-Installation Inspection CCTV Video/Report, the Engineer shall determine the active/inactive status of all side sewer lateral connections to a sewer main segment. Every side sewer lateral shall be given a status of active or inactive and that status shall be recorded on the Main Segment Cut Sheet. Main Segment Cut Sheets will be provided to the Contractor within ten (10) working days after the receipt of the Pre-Installation submittal in printed format. The “Cut Sheets” will be developed after the Engineer has reviewed the Pre-Installation CCTV Inspection Videos, and associated 162 inspection reports. The Engineer will note the lateral footages (as determined in the CCTV inspection), active/inactive status of the side sewer lateral connection, and the clock position of the laterals on the cut sheet. The Contractor shall only reinstate laterals that are identified by the Engineer as being active. If the Contractor reinstates a lateral that is inactive, the Contractor has effectively introduced a point for inflow and infiltration (I/I) to enter the sewer main segment. In this circumstance the Contractor shall perform an appropriate internal or external spot repair to remove this potential source of I/I at their own expense. Spot repair methods and materials shall be approved by the Engineer prior to implementation. The Contractor is responsible for reinstating any active side sewer lateral. Failure to do so shall require the Contractor to complete the reinstatement at their own expense. The Contractor shall be held financially liable for all claims for damages resulting from the missed reinstatement. 7-21 GENERAL SPECIFICATIONS FOR CURED-IN-PLACE PIPE (CIPP) (CC, PSP) Section 7-21 is a new section: 7-21.1 Description This Section specifies rehabilitation of pipelines by the installation of resin -impregnated liner cured-in-place piping. Service connections and manholes may be rehabilitated with products specified in other Sections. Contractor shall coordinate rehabilitation of manholes, mainlines, lateral interfaces, and laterals with product installers. Contractor shall ensure that resin systems are compatible with all rehabilitation products that they will contact. 7-21.1(1) Related Work Specified Elsewhere Resin Impregnated Fabric CIPP, Section 7-22. Resin Impregnated Fiberglass CIPP, Section 7-23. 7-21.1(2) Licensing The Contractor or sub-contractors shall be registered to work in the City of Renton. The Contractor or sub-contractor installing the CIPP shall have a current license agreement with the product Manufacturer or Assembler. Individuals installing the CIPP shall be certified by the product Manufacturer or Assembler. Certification showing that the Installer is currently licensed by the appropriate licensor to perform CIPP installation shall be provided. Lining installation shall be in accordance with the requirements of the product Manufacturer or Assembler and as directed by their Technical Representative. This includes the correction of defective work. 7-21.1(3) Contractor and Manufacturer Qualifications Manufacturer Qualifications: 163 • The Manufacturer’s CIPP liner shall have successfully installed a minimum of 200,000 linear feet in accordance with these specifications. • Manufacturers using standards other than those listed in these specifications shall demonstrate, to the satisfaction of the Contracting Agency, that their standards produce a product that is, at a minimum, equal to the quality of a product produced using these specifications. Contractor Qualifications: • A minimum of five (5) successful projects totaling a minimum of 50,000 linear feet of installed CIPP meeting the requirements of these specifications • The Contractor’s superintendent shall have a minimum of three (3) successfully completed projects totaling a minimum of 25,000 linear feet of installed CIPP meeting the requirements of these specifications. The Contractor’s identified project superintendent shall be on the project for the duration of the project and shall be available at all times during the CIPP rehabilitation. • At least one person on the Contractor’s installation crew shall have a minimum of one (1) year of CIPP installation experience, shall have installed a minimum of 25,000 lineal feet using the proposed CIPP rehabilitation technology, and shall be on the project site at all times. • The Contractor’s identified Lateral Cutting Technician shall have a minimum of one (1) year of experience reinstating laterals. 7-21.1(4) Contractor Submittals All procedures or material descriptions requiring the Engineer's approval shall be submitted not less than 15 working days prior to mobilizing or commencing any CIPP activities at the site of the work and shall include the following information: 1. CIPP Lining Plan to include the following: a. Work sequence organized by pipeline section with installation schedule. b. Traffic control, construction staging and insertion locations. c. Confirmation of liner length and diameter. d. Locations of all service connections with disposition for each. e. Anticipated cleaning and preparation requirements. f. Proposed lining material and curing method. g. Sewer Service Bypass, Interruption, and Notification Plan. This plan should include provisions for business with extended operating hours and multi-family residences and be specific to the addresses affected by this project. 2. Spill Prevention Plan 164 3. Manufacturer’s certificate(s) indicating that the installer is fully licensed and competent to perform the work, that the supplied lining materials meet the requirements of the Specifications and ASTM standards, and a certificate of compliance from an independent third-party lab. 4. Certification stating CIPP tube has been manufactured in accordance with ASTM F1216 or F2019 and resin is suitable for its intended use. 5. Details on all lining materials and resins, end seals, and grout. 6. Name of resin supplier and liner fabric supplier. 7. Manufacturer’s or Assembler’s certification that the liner materials and system are in compliance with the specifications, codes, and standards referenced in these specifications. 8. Test reports - Certified documentation that physical properties of the resin/liner combination meet the requirements for initial and long-term structural properties (performed in accordance with specifications, codes, and standards referenced in these specifications). 9. Manufacturer’s or Assembler’s recommendations for factory and field (whichever applies) wet out procedures including: volume of resin per unit of liner, mixing ratios and procedures for resin and catalyst/hardener, shelf life of resin, pot life of resin, required wet out procedure to ensure full saturation, and other criteria deemed necessary to ensure proper wet out of the liner. 10. Manufacturer’s or Assembler’s data sheets for factory wet out and/or Contractor’s data sheets for field wet out showing quantity of resin and catalyst used for each length of liner, at or prior to time of installation. 11. Manufacturer’s or Assembler’s certification that all Manufacturer’s or Assembler’s wet out recommendations have been followed on all lengths of CIPP which have factory wet out, at or prior to time of installation. 12. Manufacturer’s or Assembler’s recommendations for storage procedures and temperature control, handling and inserting the liner, curing details, service connection methods, trimming and finishing, and minimum equipment requirements to allow for an adequate installation. 13. Manufacturer’s or Assembler’s recommendations and procedures for minimum and maximum pressures, temperatures, and time durations to be used. 14. Data on Contractor’s equipment to be used on site including: type and tolerance of temperature gages and thermocouples used to monitor cure temperature; type and tolerance of equipment used to generate liner inversion pressure; make model, and technical data of all equipment used for the curing process; make, model and technical data of backup equipment; rough size of vehicle(s) which carries the CIPP pipe and installation equipment. 165 15. Pipe sizing certified calculations demonstrating that the liner has been properly sized to avoid the creation of wrinkles or folds. 16. Manufacturer or Assembler onsite Representative’s Certification that the Contractor’s installation meets all requirements of the Manufacturer or Assembler and will not void the Contracting Agency’s warranty. 17. CIPP field samples from previous field installations of the same resin system and tube materials as proposed for the actual installation if requested by the Engineer. Field sampling procedure shall be in accordance with the latest version of ASTM F1216 or ASTM F1743 and in accordance with ASTM D5813. 18. Material Safety Data Sheets for resins, hardeners, catalysts, solvents, and all other compounds or chemicals to be used on the job site. 19. Data logger output in graphic format showing pipe section, time, pressure, and temperature during activation, heating, curing, and cool down. 20. Informational handout that describes the materials, processes, and odors associated with the lining process. 21. Pre- and Post-Installation CCTV inspection videos. 22. Contractor shall obtain a Discharge Authorization Permit from King County’s Wastewater Treatment Division for any proposed discharges to the existing Sanitary Sewer System, including process water resulting from the curing process (if applicable). Contractor is responsible for adhering to all discharge limitations associated with the received permit. Contractor shall submit a copy of the permit to the City once obtained. 7-21.1(5) Quality Assurance The Manufacturer or Assembler shall provide the following: 1. List of inspection items that should be observed and recorded. Inspection items include pre-installation activities, product identification, installation procedures, equipment operations, and post-installation activities. Review all post-installation CCTV tapes of the installed liner. Following this review the Manufacturer’s or Assembler’s representative shall provide certification to the Engineer ensuring that the Contractor’s installation meets the Manufacturer’s or Assembler’s requirements and will not void the warranty. 7-21.1(6) Warranty The Contractor shall warrant each mainline sewer lined with the specified product against defects in materials, surface preparation, lining application, and workmanship for a period of 12 months from the date of final acceptance of the project. The Contractor shall, within one month of written notice thereof, repair defects in materials or workmanship that may develop during 166 said 12-month period. Defects shall be defined as: visible leakage of groundwater through the CIPP system, de-lamination of any portion of the CIPP system as visible from CCTV inspection, or separation of any part of the CIPP system from the host pipe to the extent that the CIPP system inside diameter in the separated area is 90 percent or less of the completed CIPP system inside diameter. The Contractor shall also repair any damage to other work; damage to sewer system components (including pump stations) damages to buildings, houses or environmental damage caused by the backup of the sewer because of the failure of the lining system or repairing of the same at the expense of Contractor, and without cost to the Contracting Agency. Repairs shall include removal of the existing liner and re -lining if possible, or excavation and replacement of the section of pipe where the defect occurs. 7-21.2 Materials 7-21.2(1) Cured in Place Resin Impregnated Material in General The liner shall be designed for a “fully deteriorated” pipe condition in accordance with the procedures of the latest edition of ASTM F1216, Appendix XI and these specifications. All material properties used in design calculations shall be long -term (time-corrected) values. The Contractor shall be familiar with the existing site conditions when preparing the liner design. The CIPP will be continuous in length and the wall thickness shall be uniform. No overlapping sections shall be allowed in the circumference or the length of the liner. The CIPP will be capable of conforming to offset joints, bells, and disfigured pipe sections. It shall be able to stretch to fit irregular pipe sections and negotiate bends. The CIPP resin shall be compatible with the liner fabric, other rehabilitation systems it may contact, and the host pipe materials. The CIPP shall be marked at a distance of regular intervals along its entire length, not to exceed 5 feet. Markings shall include Manufacturer’s or Assembler’s name or identifying symbol. The CIPP liner shall be manufactured with materials from a consistent supplier. All materials of similar type shall be from a single source for the entire project. The composite materials of the liner tube and resin shall, upon installation inside the host pipe, exceed the following minimum test standards, based on restrained sample cured in host pipe and flat plate sample: Physical Properties Flexural Strength (ASTM D790) 4,500 psi Flexural Modulus (ASTM D790) Short Term 300,000 psi Flexural Modulus (ASTM D2990) Long Term 150,000 psi 167 Tensile Strength (ASTM 1216 [pressure pipe only]) 3,000 psi The CIPP shall be fabricated to a size that, when installed, will tightly fit the internal circumference and length of the original pipe. 1. Allowance shall be made for circumferential and longitudinal stretching during the installation process. 2. Diametric shrinking during the curing process shall meet the requirements of ASTM D 5813, Section 6.3.1 or better. The liner thickness shall be designed based on the engineering formulas listed in ASTM D638 and F1216, and the design parameters below. The thickness shall be sufficient to prevent groundwater from entering the pipe, while maintaining the maximum cross -sectional pipe area possible. The wall thickness of the material tube shall be ordered to the next standard 1.0 mm incremental thickness above the minimum calculated design thickness. Unless otherwise specified to provide for excess resin migration, the gap thickness of the wetting-out equipment shall be sized to allow an excess of 5 to 10 percent resin to pass during impregnation. Contractor shall prepare design calculations for approval prior to performing the lining work. The submitted design calculations shall provide the following information as a minimum: 1. Manhole to Manhole designation SSMH#___ to SSMH#___ 2. Pipe Nominal Diameter (inches) 3. Minimum Liner thickness (inches) 4. Proposed Liner thickness (inches) Design shall follow the requirements of ASTM F1216 and meet the following conditions and parameters: 1. Pipe Condition: Fully Deteriorated 2. Modulus of soil reaction, E’S = 700 psi 3. Unit weight of soil = 140 pcf 4. The minimum ovality for straight runs shall be 3.0 percent 5. AASHTO H20 traffic loads 6. Groundwater at the surface 7. Factor of Safety, N=2.0 For liners inserted by the inversion method, the CIPP shall be coated on one side with a translucent waterproof coating of: 1. Polyvinyl chloride (PVC) 2. Polyurethane For liners inserted by the pull/winch method, the CIPP shall be coated on one side with a translucent waterproof coating of: 1. Polyvinyl chloride (PVC) 168 2. Polyurethane 3. Polyethylene 4. Polypropylene 7-21.2(2) Resin The resin/liner system shall meet the 10,000 hour test per ASTM D 5813 and ASTM D 2990. If requested by the Engineer, the Contractor shall submit an infrared spectrum chemical fingerprint of the type of resin to be used for this project. 7-21.2(3) Physical Properties The CIPP shall be corrosion resistant to withstand exposure to sewage gases containing quantities of hydrogen sulfide, carbon monoxide, diluted sulfuric acid, and other chemical reagents typical of sewage conveyance. Chemical resistance of the installed C IPP shall meet the chemical resistance requirements of ASTM D543 when subjected to the following solutions: Chemical Solution Concentration, percent Tap Water (pH 6-9) Nitric Acid Phosphoric Acid Sulfuric Acid Gasoline Vegetable Oil Detergent Soap 100 5 10 10 100 100 0.1 0.1 The inside diameter of the installed CIPP shall be maintained as large as possible. The CIPP shall have at a minimum the full flow capacity of the original pipe before rehabilitation. Calculated capacities may be derived using commonly accepted roughness coefficients for the existing pipe material taking into consideration its age and condition. Physical properties shall be subject to ASTM D 2122. 7-21.2(4) End Seals The hydrophilic waterstop end seals completely seal the CIPP liner from any annular space leakage between the CIPP liner and the host pipe. Hydrophilic end seals must be one of the following: 1. Bands that are 20 mm wide and 5 mm high, with a double bump on one side and flat on 169 the other side. Product shall be Hydrotite Style DS-0520-3.51 or approved equal. 2. Tubular hydrophilic sleeve, 2 mm in thickness and 3.5 inches in length, with a mechanical fastener with worm gear expander. Product shall be Insignia End Seal by LMK Technologies or approved equal. 7-21.2(5) Lateral Seals 7-21.2(5)A General 1. The system seals the point of connection from a main-line pipe to a connecting lateral pipeline and is normally installed without excavation by the install of a resinimpregnated, flexible laminate installed into the existing service lateral, lapping over the main-line pipe, sealing the connection. 2. The system can be specified one of the following: a) Tee/full wrap section with a full circumferential CIPP liner inside the main pipe and a tube which shall extend continuously from the sewer main into the lateral for an Owner specified distance b) Flange/brim CIPP connection seal and tube which shall extend continuously from the sewer main into the lateral for an Owner specified distance. c) A system that is similar to those listed above and acceptable to the Owner. 3. The system shall extend an Owner specified length into the lateral. 4. The Contractor will determine the need for a clean out on the lateral(s) specified for rehabilitation. 5. The system shall be capable of sealing a combination of “tees” and “wyes” of varying angles. The resin shall be cured to form the tube into a hard impermeable pipe-within-a-pipe. 6. When cured, the system shall seal the connection of the lateral to the mainline in a continuous tight-fitting, watertight pipe-within-a-pipe to eliminate any visible leakage between the lateral and mainline and shall provide a leak-proof seal to prevent root intrusion, infiltration, and ex-filtration between the liner and host pipe. 7. Systems that use polyester and vinylester resins shall include a method of sealing the connection and the end of the laterals liner as recommended by the manufacturer of the system. The product used in the sealing method shall be installed in accordance with manufacturer’s recommendations. The sealing method shall be tested by simulating groundwater pressure using a third party and stamped by an engineer. 8. Systems that use silicate or epoxy shall prepare the host pipe in accordance with manufacturer’s recommendations. Third party testing shall be provided to prove the bond strength between the resin and surface it is to bond to. 170 9. The installation of the system will require the product to be capable of installing without access to the upstream side of the lateral pipe and capable of navigating bends or other transitions in alignment as identified by the owner in the contract bid documents. 7-21.2(5)B References 1. ASTM F1216 – Standard practice for rehabilitation of existing pipelines and conduits by the inversion and curing of a resin-impregnated tube. 2. ASTM F1743 – Standard practice for rehabilitation of existing pipelines and conduits by pulled-in-place installation of cured in place thermosetting resin pipe. 3. ASTM D543 – Practices for evaluating the resistance of plastics to chemical reagents. 4. ASTM D790 – Test methods for flexural properties of unreinforced and reinforced plastics and electrical insulating materials. 5. ASTM D5813 – Specification for cured in place thermosetting resin sewer piping systems. 6. ASTM F2019 – Standard practice for rehabilitation of existing pipelines and conduits by the pulled in place installation of glass reinforced plastic (GRP) cured in place thermosetting resin pipe. 7. NASSCO Guideline Specification for the installation of cured in place pipe (June 2011). 8. NASSCO Guideline Specifications for cleaning and televising pipelines 7-21.2(5)C Lateral Seal Materials 7-21.2(5)C1 Non-woven fabric tube (a) The fabric tube shall consist of one or more layers of absorbent non-woven felt fabric, felt/fiberglass or fiberglass and meet the requirements of ASTM F 1216, ASTM F 1743, ASTM D 5813 & ASTM F2019. The fabric tube shall be capable of absorbing and car rying resins, constructed to withstand installation pressures and curing temperatures and have sufficient strength to bridge missing pipe segments, and stretch to fit irregular pipe sections. (b) The wet-out fabric tube shall have a uniform thickness and excess resin distribution that when compressed at installation pressures will meet or exceed the design thickness after cure. (c) The fabric tube shall be manufactured to a size that when installed will tightly fit the internal circumference, meeting applicable ASTM standards or better, of the original pipe or the existing lined pipe. Allowance shall be made for circumferential stretching during installation. The tube shall be properly sized to the diameter of the existing pipe and the length to be rehabilitated 171 and be able to stretch to fit irregular pipe sections and negotiate bends. The Contractor shall determine the minimum tube length necessary to effectively span the designated run. The Contractor shall verify the lengths in the field prior to ordering and p rior to impregnation of the tube with resin, to ensure that the tube will have sufficient length to extend the entire length of the run. The Contractor shall also measure the inside diameter of the existing pipelines in the field prior to ordering liner so that the liner can be installed in a tight-fitted condition. (d) The outside and/or inside layer of the fabric tube (before installation) shall be coated with an impermeable, flexible membrane that will contain the resin and facilitate vacuum impregnation and monitoring of the resin saturation during the resin impregnation (wetout) procedure. (e) No material shall be included in the fabric tube that may cause de -lamination in the cured CIPP. No dry or unsaturated layers shall be acceptable upon visual inspection as evident by color contrast between the tube fabric and the activated resin containing a colorant. (f) The wall color of the interior pipe surface of CIPP after installation shall be a light reflective color so that a clear detailed examination with closed circuit television inspection equipment may be made. The hue of the color shall be dark enough to distinguish a contrast between the fully resin saturated felt fabric and dry or resin lean areas. (g) Seams in the fabric tube, if applicable, shall meet the requirements of ASTM D5813. H. (h) The outside of the fabric tube shall be marked with the name of the manufacturer of the CIPP lateral lining system, manufacturing lot and/or production footage, as applicable. The print must be visible during final CCTV inspection. (i) The minimum length of the fabric tube shall be that deemed necessary by the installer to effectively span the distance specified by the Owner. (j) The nominal fabric tube wall thickness shall be constructed, as a minimum, to the nearest 0.5 mm increment, Wall thickness transitions, in 0.5 mm increments or greater as ppropriate, may be fabricated into the fabric tube between installation entrance and exit access points. The quantity of resin used in the impregnation shall be sufficient to fill all of the felt voids for the nominal felt thickness. (k) The liner shall be constructed with transitions where applicable. 7-21.2(5)C2 Resin (a) The resin shall be a corrosion resistant polyester, vinyl ester, silicate or epoxy resin and catalyst system and hardener system that, when properly cured within the tube composite, meets the requirements of ASTM F1216, ASTM F1743 or F2019, the physical properties herein, and those, which are to be utilized in the design of the CIPP for this project. The resin shall produce CIPP, which will comply with or exceed the structural and chemical resistance requirements of this specification. 172 (b) The method of cure may either be from a manufacturer recommended heat source, light cure or by ambient temperature. Method of cure instructions along with a cure log shall be on - site at all times. (c) The resin to tube ratio, by volume, shall be furnished as recommended by the manufacturer. 7-21.2(5)C3 Structural Requirements (a) The physical properties and characteristics of the finished liner will vary considerably, depending on the types of resin and tube used. It shall be the responsibility of the Contractor to provide a CIPP lateral lining system which meets or exceeds the minimum properties specified herein. (b) The CIPP shall be designed per ASTM F1216. The CIPP design shall assume no bonding to the original pipe wall. (c) The lateral CIPP shall be designed assuming the following minimum design data, unless otherwise modified by the Owner: (i) Factor of Safety = 2 (ii) Soil Modulus = 1,000 psi (iii) Soil Density = 120 pcf (iv) Live Load = H20 (v) Depth of Cover = as specified (vi) Groundwater = ½ depth of cover (vii) Ovality = 2% (d) The design engineer shall set the long term (50 year extrapolated) Creep Retention Factor at 50% of the initial design flexural modulus as determined by ASTM D -790 test method. This value shall be used unless the Contractor submits long term test data (ASTM D2990) to substantiate a different retention factor. (e) The cured pipe material (CIPP) shall, at a minimum, meet or exceed the structural properties, as listed below. (i) Flexural modulus of elasticity: 250,000 psi (ii) Flexural strength: 4,500 psi The structural performance of the finished pipe shall be adequate to accommodate all anticipated loads throughout its design life. No cured-in-place pipe rehabilitation technology will be allowed that requires bonding to the existing pipe for any part of its structural strength. 7-21.3 Construction Requirements 7-21.3(1) Preparation The Contractor shall make all necessary provisions to ensure service conditions and structural conditions of host pipe are suitable for installation and warranty of the liner. The Contractor shall 173 verify the lengths in the field prior to ordering and prior to impregnation of the tube with resin, to ensure that the tube will have sufficient length to extend the entire length of the run. The Contractor shall also measure the inside diameter of the ex isting pipelines in the field prior to ordering liner so that the liner can be installed in a tight -fitted condition. 7-21.3(1)A Flow Management (CC, PSP) It shall be the Contractor's responsibility to maintain operation of the existing sewer and storm systems throughout the duration of the project without any interruption of sewer and storm service. The Contractor shall divert all flows around each segment of the pipe designated for rehabilitation in accordance with Section 7-17.3(1)A, and Section7-04.2(1). When there exist situations where impacted properties cannot be disconnected, plugged, or subjected to any other service interruption, i.e., hospitals, care facilities, restaurants, etc., bypass pumping of the side sewer to the downstream sanitary sewer system may be required prior to insertion of the liner system. The Contractor shall verify whether a property is able to be interrupted or if lining can be scheduled outside business hours prior to lining operations. Permission to work outside normal work hours is subject to the requirements of Section 1- 08.0(2). If the subject property’s side sewer requires bypass pumping and it is not possible to interrupt flows or complete the work outside business hours, the costs for the bypass pumping shall be covered by Force Account. 7-21.3(1)B Cleaning Clean and prepare pipe per CIPP Manufacturer’s or Assembler’s requirements. 7-21.3(1)C Point Repairs Advise the Engineer of any point repairs that can only be performed by excavating the defect and removing or repairing the obstruction. Grout defects in the host pipeline as follows: 1. Grout all defects as recommended by liner manufacturer or installer. 2. Grout all locations with excessive leaks. The determination of an excessive leak shall be made by the Contracting Agency’s representative and shall be based on PACP leak designations. Leaks categorized as a Runner(IR) – Severity 4 or Gusher(IG) – Severity 5 shall be considered as excessive and will be covered by Force Account. Leaks categorized as Weeper(IW) – Severity 2 or Dripper(ID) – Severity 3 shall be considered incidental to the unit price for CIPP rehabilitation. Make point repairs of any host pipe defect that can be removed by conventional sewer cleaning equipment or by remotely performed repair methods acceptable to the Engineer. Remove protruding laterals, rolled gaskets, roots, mineral deposits, and other objects protruding into the host pipe, internally with a remote-controlled cutter. Pipelines that cannot be rehabilitated due to excessive leakage may be deleted from the project at the Engineers discretion. 174 7-21.3(1)D Manholes Protect all manholes to withstand forces generated by the equipment while installing the liner. 7-21.3(1)E Trimming Intruding Laterals Contractor shall trim intruding laterals so that the service connection is flush with the internal pipe wall. All lateral trimming shall be documented by pre and post trimming photos. The Contractor shall ensure that the existing pipe is not damaged during cutting operations. 7-21.3(1)F Lateral Seal Preparation 7-21.3(1)F1 General 1. Lateral seals are typically installed from the lined main-line with a lateral CIPP portion that extends up the lateral at an Owner specified distance. 2. Clean-outs are recommended but not always required to successfully install a lateral seal. clean-outs shall be installed at the Owners’ discretion. If the Owner decides clean outs are preferred, the owner shall specify the type of cleanout. 7-21.3(1)F2 Preparation 1. Preparation, cleaning, inspection, sewage by-passing and public notification are the responsibility of the Contractor, with the assistance of the Owner. The Contractor shall clean the interior of the existing host pipe prior to installation of the system. All debris and obstructions, that will affect the installation and the final product shall be removed and disposed of. All preparation shall be in accordance with the manufacturer’s written installation procedures. 2. The system shall be constructed of materials and methods, that when installed, shall provide a jointless and continuous structurally sound CIPP able to withstand all imposed static and dynamic loads on a long-term basis, as specified by the Owner. 3. The Contractor may, under the direction of the Owner, utilize any of the existing manholes in the project area as installation access points or excavate access points at predetermined locations. 4. Pre-Cleaning CCTV – The Contractor shall request utility locating (as required by the Owner or local Government) to identify potential cross-bore utilities within the proximity of the service lateral to be cleaned for rehabilitation, if applicable. Prior to cleaning, the Contractor shall to all extents possible, televise the service lateral to confirm that cleaning the lateral will not damage or breach a conflicting utility bored through the sewer lateral (such as natural gas or power) when the utility locate indicates a potential conflict. 5. Cleaning of Pipe Lines - The Contractor shall remove all internal debris from the pipe line that will interfere with the installation and the final product delivery of the system as required in these specifications. The Contractor shall make use of commercially available industry standard cleaning equipment to prepare the pipe for system installation. Solid debris and 175 deposits shall be removed from the pipeline, if possible, and disposed of properly by the Contractor. Precaution shall be taken, by the Contractor in the use of cleaning equipment to avoid damage to the existing pipe. If the pipe cannot be cleaned sufficiently using industry standard cleaning equipment then additional cleaning will be considered changed conditions. 6. Post-Cleaning CCTV – Upon completion of the cleaning, the Contractor shall then perform a Post-Cleaning CCTV Inspection, which typically acts as the Pre-rehabilitation CCTV Inspection. 7. Existing Sewage Flows – The Contractor shall provide flow diversion or stoppage requirements to the owner to assist in developing plan including notifying upstream users to temporary stop using their water/wastewater during the system installation. 8. Bypass Existing Sewage Flows - When circumstances require continuous service, for the flow of the service connection (such as medical facilities or laboratories), the Contractor will install a temporary sewage by-pass system, if required by the Owner. Once the rehabilitation process has begun, existing sewage flows shall be maintained, until the system is fully installed. The Contractor shall coordinate sewer bypass and flow interruptions with the Owner at least 7 days in advance and with the property owners and businesses at least 1 business day in advance. The pump and bypass lines shall be of adequate capacity and size to handle typical flows. 9. Contractor shall perform post-cleaning video inspections of the pipelines. Only PACP certified personnel trained in locating breaks, obstacles and service connections by closed circuit television shall perform the inspection. The Contractor shall provide the Owner a copy of the pre-cleaning and post-cleaning video and suitable log, and/or in digital format for review prior to installation of the CIPP and for later reference by the Owner, if specifically required by the Owner. 10. Line Obstructions - It shall be the responsibility of the Contractor to clear the line of obstructions that will interfere with the installation and long-term performance of the system. If pre-installation inspection reveals an obstruction, misalignment, broken or collapsed section or sag that was not identified as part of the original scope of work and will prohibit proper installation of the system, the Contractor may be directed by the Owner to correct the problem(s) prior to installing the system by utilizing open cut repair methods. This work will be considered changed conditions, or if there is an existing bid item for this work, the Contractor shall be compensated under the particular pay item designated for open cut point repairs. 11. The Contractor shall be responsible for confirming the locations of all branch service connections prior to installing and curing the CIPP. If required in the contract documents, each connection will be dye tested to determine whether or not the connection is live or abandoned. The cost for dye testing of existing service connections shall be compensated at the unit price bid. In the event the status of a service connection cannot be adequately defined, the Owner will make the final decision, prior to installation and curing of the liner, as to the status. Typically only service connections deemed “active” shall be reopened by the Contractor. Reinstatement in small diameter pipes typically requires a cleanout for external reinstatement. 176 12. The Contractor shall be allowed use water from an owner-approved fire hydrant in the project vicinity. Use of an approved double check backflow assembly shall be required, unless an open gap exists in the Contractor’s equipment. Contractor shall provide his own approved assembly. Contractor shall pay current market price for all water usage, unless otherwise specified by the Owner. 7-21.3(2) Liner Installation 7-21.3(2)A Inversion Method The impregnated tube shall be inserted through an existing manhole or other access point by means of the Manufacturer’s or Assembler’s recommended installation process. The application of a hydrostatic head, compressed air, or other means shall fully extend the liner to the next designated manhole or termination point and inflate and firmly adhere the liner to the pipe wall. Liner installation shall be in accordance with ASTM F 1216, Section 7. When inversion is by hydrostatic head, the Contractor shall use methods that control the installation rate, accounting for the increase in hydrostatic head in pipes that have significant elevation change. The liner shall be installed at a rate less than 10 feet per minute at all times. 7-21.3(2)B Pull/Winch Method The impregnated tube shall be pulled into place within the host pipe with the aid of a power winch that is equipped with a device to monitor the force and prevent excessive tension and tube elongation. The maximum allowable longitudinal elongation, or stretch, of the material shall be one (1) percent. The longitudinal stretch of the tube shall be gauged by comparing marker on the fully inserted tube to the actual length of pipe being rehabilitated. Any hose materials remaining in the installation shall be compatible with the resin system used, shall bond permanently with the tube, and shall be translucent to facilitate post -installation inspection. Hose materials that are to be removed after curing shall be of non-bonding material. Liner installation shall be in accordance with ASTM 1743, Section 6. 7-21.3(2)C Finished Pipe Liner The finished lining shall be continuous over the entire length of an installation run and be free of visual defects such as foreign inclusions, dry spots, pinholes, wrinkles, and de -lamination. The lining shall be impervious and free of any leakage from the pipe to the surrounding ground or from the ground to inside the lined pipe. Any defect, which will or could affect the structural integrity, strength, capacity, or future maintenance of the installed liners, shall be repaired at the Contractor's expense, in a manner approved by the Engineer. 177 Wrinkles in the finished CIPP which cause a backwater of one (1) inch or more or reduce the hydraulic capacity of the pipe (wrinkles which exceed five (5) percent of the pipe diameter) are unacceptable and shall be removed and repaired by the Contractor at the Contractor’s expense. Methods of repair shall be proposed by Contractor and submitted to the Engineer for review and approval. Where the liner is installed through intermediate manholes, the Contractor shall cut out the top half of the liner and leave the lower half in the manhole channel unless doing so would create a hydraulic restriction. The beginning and end of the CIPP liner shall be cut approximately 1-inch inside the manhole wall at the inlet and outlet points, and the ends sealed with a resin mixture compatible with the liner/resin system and shall provide a watertight seal. Sealing material and installation method shall be submitted to and approved by the Engineer prior to start of construction. Hydraulic cements and quick-set cement products are not acceptable. 7-21.3(2)D Lateral Seal Installation 1. The entire liner shall be wetout using vacuum impregnation including the lateral and mainline portions. 2. The Lateral Seal shall be installed after the mainline CIPP has fully cured and the service has been reinstated. 3. The system shall be loaded inside and/or on a pressure apparatus. The pressure apparatus, attached to a robotic device, shall be positioned in the mainline pipe at the service connection. The robotic device, together with a CCTV camera, shall be used to align the lateral portion of the system with the service connection opening. Air pressure, supplied to the pressure apparatus through an air hose, shall be used to invert or expand the resin impregnated CIPP into the lateral pipe, and push the main-line portion of the system against the main-line pipe (typically lined pipe). The pressure shall be adjusted to the manufacturer’s recommended installation pressure to fully install the CIPP into the lateral pipe and hold the system tight to the pipe walls. Care shall be taken during the curing process not to over-stress the tube. 4. After lateral CIPP installation is completed, manufacturer’s recommended pressure is maintained on the impregnated CIPP for the duration of the curing process. Curing method shall be compatible with the resin selected and shall be in accordance with manu facturer’s recommendations. The initial cure shall be deemed to complete when the CIPP has been exposed to the UV light, heat source or held in place for the time period specified by the manufacturer. 5. The Contractor shall cool (if heat cured) the hardened CIPP before relieving the pressure in the apparatus. Cool-down may be accomplished by the introduction of cool air into the pressure apparatus. Care shall be taken to maintain proper pressure throughout the cure and cool -down period. 6. If cured by ambient-cure process, the Contractor shall maintain bladder pressure until CIPP has completely cured per manufacturer’s recommendations before relieving the pressure in the pressure apparatus. 178 7. The finished CIPP shall be free of dry spots, lifts and de -lamination. The system shall not inhibit the closed circuit television post video inspection of the mainline or service lateral pipes. Frayed ends of the system shall be removed prior to acceptance. 8. Contractor shall maintain a visible, written log of all activities in accordance with manufacturers’ recommendations and shall include time/location of wet out, time of insertion, time/location of lateral insertion, bladder pressure requirements, required cure time, actual cure time, and cool down duration. 9. During the warranty period, any defects which will affect the integrity of strength of the system and allow leaks shall be repaired at the Contractor’s expense in a manner mutually agreed upon by the Manufacturer, City and the Contractor. 10. After the work is completed, the Contractor will provide the City with the specified video format showing the completed work including the restored conditions. 7-21.3(3) Service Connection Restoration Internally restore by using a pivot-headed CCTV camera and a remote cutting tool to locate the service connections from inside the lined pipe and cut a hole matching the service connection diameter. Provide a hole free from burrs or projections and with a smooth and crack-free edge. The hole shall have a minimum diameter of 95 percent of the original service connection interior. The invert of the reinstated service opening shall match the invert of the service connection. The Contractor shall ensure that no damage to services occurs during restoration and shall repair any services connections that are damaged at no additional cost to the City. Any and all shavings and debris from service connection restoration shall be captured, removed from the sewer system, and disposed of properly. Other methods may be used as approved by the Engineer. 7-21.3(4) Testing 7-21.3(4)A Field Testing Low Pressure Air Test: Mainlines without service connections shall be low pressure air tested in accordance with Section 7-17 of these specifications. 7-21.3(4)B Post Installation CCTV Inspection Following installation of the CIPP liner, reinstatement of the existing side sewer laterals and final trimming of the liner at the manholes/end of culverts, the new liner shall be inspected for defects using CCTV cameras. The CCTV inspection shall meet the same requirements as the Pre- Installation Inspection as specified in Section 7-20 of these special provisions. Post installation CCTV shall include a pan and tilt view of the entirety of each reinstated lateral circumference. The post-installation CCTV inspection shall not be conducted until the side sewers have been reinstated and the cuttings from the reinstatement have been cleaned and removed. CCTV inspections performed by the Contractor at the time of the side sewer reinstatements will not be accepted. 179 7-22 RESIN IMPREGNATED FABRIC CIPP (CC, PSP) Section 7-22 is a new section: 7-22.1 Description This Section specifies rehabilitation of pipelines by the installation of resin -impregnated fabric liners. 7-22.1(1) Related Work Specified Elsewhere General Specifications for Cured In Place Pipe (CIPP), Section 7-21. 7-22.2 Materials 7-22.2(1) Cured in Place Pipe Liner The CIPP shall consist of one or more layers of flexible needled felt or an equivalent non -woven material, or a combination of non-woven and woven materials capable of carrying resin, withstanding installation and curing pressures, as required in ASTM F 12 16, Section 5; ASTM F 1743, Section 5; and ASTM D 5813, Sections 5, 6, and 8. Seams in the CIPP shall be stronger than the non-seamed felt. 7-22.2(2) Resin The resin shall be a chemically resistant isopthalic based polyester thermoset resin and catalyst system, or epoxy resin and hardener that is compatible with the installation process. Vinyl Esters may be used; however, they shall only be used when specifically called for by the Engineer. The resin should be able to cure both in the presence, and without the presence of water, and the initiation temperature for cure should be less than 180 degrees Fahrenheit. When properly cured the resin liner system shall meet the structural and chemical resistance requirements of ASTM F1216 and ASTM F1743. The activated resin shall contain a colorant compatible with the resin, organic peroxides and the installation and curing process, such as CreaNova® CHROMA CHEM 844-7260 Phthalo-Blue, or equivalent, at a level of 0.01-0.035 % by the weight of the resin. The colorant shall be added concurrently with the organic peroxide activator solution, or immediately after adding it to the resin, to serve as a multi-purpose visual quality assurance indicator. 7-22.2(3) Physical Properties The wall color of the interior pipe surface of the CIPP after installation shall be a light reflective color. 7-22.2(4) Material Testing Provide certified test results of the properties of the cured lining material from a restrained sample of the actual installed CIPP. The cured CIPP shall be sampled and tested for flexural strength and flexural modulus in accordance with the requirements of ASTM D790. One sample shall be collected and tested every 1000 feet of install rounded down, not to exceed quantity bid, unless approved by the Engineer. 180 Liner thickness shall be determined at a minimum of three (3) locations on the sample using a method of measurement accurate to the nearest 0.005 inch. Wall thickness of samples shall be determined as described in ASTM F1743, Section 8.1.6. The minimum wall thickness at any point shall not be less than 87.5 percent of the design thickness. The cured sample shall be tested by an independent testing laboratory, as recommended by the CIPP liner manufacturer and approved by the Engineer. Final payment will not be made until passing test results are received. The Contractor shall be responsible for any deviation from the specified physical properties and those evaluated through testing. Failure to meet the specified physical properties described in section 7-21.2(1) will result in the CIPP liner being considered defective work, which will be handled in accordance with Section 1-05 of the standard specifications. 7-22.3 Construction Requirements 7-22.3(1) Preparation 7-22.3(1)A Cleaning Clean and prepare pipe per CIPP Manufacturer’s or Assembler’s requirements. 7-22.3(2) Installation 7-22.3(2)A Resin Impregnation The quantity of resin used for the fabric tube impregnation shall be sufficient to fill the volume of all voids in the fabric tube material with additional allowances for polymerization shrinkage and the loss of resin through cracks and irregularities in t he host pipe wall. A vacuum impregnation process shall be used. To insure thorough resin saturation throughout the length of the felt tube the level of the vacuum and the speed of the resin advance shall be coordinated so that white spots (dry areas) at the inside surface of the flexible membrane shall be small, shallow, less than 10% of the fabric tube wall thickness or 3 -mm (whichever is less), and be less than 1% of the volume of the resin per unit length. A roller system shall be used to uniformly distribute the resin throughout the fabric tube. The roller gap dimension shall be calculated by a method that determines the correct volume of resin/felt per foot contained within the confining perimeter of the flexible membrane. The wet-out fabric tube shall meet ASTM F 1216, 7.2 or ASTM F 1743, 6.2 as applicable, and shall have a uniform thickness and excess resin distribution that when compressed at installation pressures will meet or exceed the design thickness after cure. No dry or unsaturated layers shall be acceptable upon visual inspection as evident by color contrast between the felt fabric and the activated resin containing a colorant. The person in charge of the wet-out process shall complete and sign a wet-out sheet for each liner to be delivered to the site. The certified "wet -out" sheet shall include, but is not limited to, wet-out date, resin identification, fabric tube length, diam eter, and thickness. The Contractor must submit to the Engineer a signed wet -out sheet for each liner delivered to the site. 181 Additionally, the Contractor shall submit a sample wet -out sheet from a previous job for the Engineer's review prior to the start of the "wet-out" process for the current project. The Contracting Agency reserves the right to inspect all phases of production and testing of materials, and installation. Liners installed in pipe segments that contain a vertical or horizontal curve shall utilize the inversion method only. 7-22.3(2)B Water, Air or Steam Curing After placement of the liner is complete, provide a suitable heat source and distribution equipment. The equipment shall be capable of circulating hot water, air, and/or steam throughout the lined section in accordance with the Manufacturer’s or Assembler ’s recommendations to raise the temperature uniformly above the temperature required to affect a resin cure. This temperature shall be determined by the Manufacturer or Assembler based on the resin/hardener system employed. The heat source shall be fitted with continuous monitoring thermocouples to measure and record the temperature of the incoming and outgoing water, steam, and/or air supply. Water, steam, and/or air temperature during the cure period shall meet the requirements of the resin Manufacturer or Assembler as measured and recorded at the heat source inflow and outflow return lines. Provide standby equipment to maintain the heat source supply. The temperature during the cure shall not be less than 130 degrees Fahrenheit at the boundary between the pipe wall and the liner unless otherwise directed by the Manufacturer or Assembler to meet resin system requirements. Temperature shall be maintained during the curing period as recommended by the resin Manufacturer or Assembler and shall follow the heating schedule supplied by the Manufacturer or Assembler. A data logger shall record temperature, pressure, and time during activation, heating, and curing. 7-22.3(2)C Cool Down Cool the liner down to the temperature specified by the Manufacturer or Assembler following the cure period for duration specified by Manufacturer or Assembler, prior to relieving static head. Care shall be taken to ensure that a vacuum is not induced which could damage the new CIPP during the release of head on the new CIPP. A data logger shall record temperature, pressure, and time during cool down. 7-23 RESIN IMPREGNATED FIBERGLASS CIPP Section 7-23 is a new section: 7-23.1 Description Contractor shall provide and install a resin impregnated fiberglass material tube with a plastic - coated wearing surface in all sewers identified for CIPP lining in accordance with ASTM F 1216 and ASTM F 2019. 182 7-23.1(1) Related Work Specified Elsewhere General Specifications for Cured In Place Pipe (CIPP), Section 7-21. 7-23.1(2) Reference Specifications, Codes, and Standards The following documents form a part of this specification to the extent stated herein and shall be the latest editions thereof. Where differences exist between codes and standards, the one affording the greatest protection shall apply, as determined by the City. 7-23.1(3) CIPP Liner Samples The Contractor shall prepare samples of the installed CIPP liner for subsequent testing of its physical properties. Samples shall be prepared and tested using the flat plate sampling method in accordance with the procedures in Section 8.1 of ASTM F 1216 or ASTM F 2019, as is applicable. The sample will be constructed on the same materials (tube and resin/catalyst) as is used for that given liner installation. The flat plate sample shall be large enough to provide five sample specimens for each Short Term Flexural (Bending) properties as per ASTM D 790 and ASTM D 638. The cured sample shall be tested by an independent testing laboratory, as recommended by the CIPP liner manufacturer and approved by the Engineer, for the bending and tensile properties, as per ASTM D 790 and ASTM D 638 respectively. Final payment will not be made until test results are received. The Contractor shall be responsible for any deviation from the specified physical properties and those evaluated through testing. Failure to meet the specified physical properties will result in the CIPP liner being considered defective work which will be handled in accordance Reference Title ASTM D 543 Test Method for Resistance of Plastics to Chemical Reagents ASTM D 578 Standard Specification Glass Fiber Strands ASTM D 638 Test Method for Tensile Properties of Plastics ASTM D 790 Flexural Properties of Unreinforced and Reinforced Plastics and Electrical Insulating Materials ASTM D 883 Definitions and Terms Relating to Plastics ASTM D 1600 Abbreviations, Acronyms, and Codes for Terms Relating to Plastics ASTM F 412 Definitions of Terms relating to Plastic Piping Systems ASTM F 1216 Rehabilitation of Existing Pipelines and Conduits by Inversion and Curing of a Resin Impregnated Tube ASTM F 2019 Standard Practice for Rehabilitation of Existing Pipelines and Conduits by the Pulled in Place Installation of Glass Reinforced Plastic (GRP) Cured-in- Place Thermosetting Resin Pipe (CIPP) 183 with Section 1-05 of the standard specifications. The Contractor shall be responsible for all costs associated with the testing of the liner physical properties. The above-stated sampling shall be performed for each separate installation of CIPP. The wall thickness of the material tube shall be ordered to the next standard 1.0 mm incremental thickness above the minimum calculated design thickness. Unless otherwise specified to provide for excess resin migration, the gap thickness of the wet -out equipment shall be sized to allow an excess of 5 to 10 percent resin to pass during impregnation. The minimum wall thickness shall be determined at a minimum of three locations on a cut section of the CIPP flat plate sample using a method of measurement accurate to the nearest 0.005 inch. 7-23.1(4) CIPP Liner Handling Contractor shall exercise adequate care during transportation, handling, and installing to ensure the CIPP material is not torn, cut, or otherwise damaged. If any parts of the CIPP materials becomes torn, cut, or otherwise damaged before or during insertion, it shall be repaired or replaced in accordance with the Manufacturer’s recommendations and approval by the Engineer before proceeding further; and at the Contractor’s expense. 7-23.2 Materials 7-23.2(1) General Specifications All materials and installation procedures provided by the Contractor for use in the CIPP installation process shall be equal to or exceed the requirements of Sections 5 and 7 of ASTM F 1216 or ASTM F 2019 Section 5 and 6, as is applicable. Contractor shall be responsible for control of all material and procedure variables to provide a finished CIPP possessing the minimum properties specified in ASTM F 1216 or ASTM F 2019, when applicable. 7-23.2(2) Chemical Resistance The chemical resistance tests should be completed in accordance with Test Method ASTM D 543. Exposure should be for a minimum of one month at 73.4 degrees F. During this period, the CIPP test specimens should lose no more than 20 percent of their initial flexural strength and flexural modulus when tested in accordance with Section 8 of ASTM F 1216 or ASTM F 1743, whichever is applicable. The Contractor shall be responsible for all costs associated with the chemical resistance tests. Proof of meeting these requirements shall be provided to the Engineer for approval at least ten (10) days prior to commencement of work. 7-23.2(3) Component Properties The fiberglass tubing shall be made of non-corrosion material and shall be free from tears, holes, cuts, foreign materials and other surface defects. The physical properties apply to CIPP manufactured polyester or vinylester resin. Resins should be appropriate for conditions encountered. 184 7-23.2(4) Finished and Cured CIPP Liner Properties The physical properties of the cured CIPP shall have minimum initial test values as given in Section 7-21. Properties for these or any other enhanced resins shall be substantiated with test data. 7-23.2(5) Dimensions Contractor shall make allowances in determining the in-liner tube length and circumference for stretch during installation and shrinkage during curing. The minimum length shall be that which continuously spans the distance from the center of the inlet manhole to the center of the outlet manhole. The Contractor shall verify the lengths in the field before the in -liner tube is cut and impregnated. Individual installation runs may include one or more manhole -to-manhole sections as approved by the Engineer. Installation of the liner shall be through existing or new manholes. Excavation for liner insertion shall not be permitted except to replace the manhole cones, if necessary and/or required. The diameter of the existing pipes may be larger than the nominal inside diameter. It is the Contractor’s responsibility to determine the required diameter of the liner. The maximum wall thickness shall be at least the calculated design thickness, or the minimum specified, to decrease the diameter only as much as necessary. 7-23.3 Construction Requirements 7-23.3(1) Installation Procedures It is forbidden to wetout in-liner at the construction site. The Contractor shall ensure that the pressure inside of the CIPP tube exceeds the outside pressure due to groundwater. 7-23.3(1)A Installation Process The liner will be installed by the pull/winch method. The Contractor shall ensure that at no time resin can come into contact with the groundwater and cause environmental issues. Preparing the old pipe or inversion of a pre -liner is part of the installation and is included without any additional costs to the Contracting Agency. Before pulling the in-liner in, a protective foil shall be installed. The in -liner tube shall be impregnated with resin and lowered into the manhole. The tube shall then be pulled into position within the existing pipe with the aid of a power winch that i s equipped with a device to monitor the force and prevent excessive tension and tube elongation, as determined by the Manufacturer. The pipe shall then be inflated with air. The in-liner must be inspected immediately before starting the curing process. 7-23.3(1)B Curing Pre-curing video inspection of the inflated liner must be recorded, and the entire length of the liner must be recorded including the liner section that the light chain occupies at any one time. Two cameras must be located on the light chain, one on the front and one on the rear of the light chain to ensure the entire length of the liner has been properly inflated. Curing must be done 185 under UV – Light only. The curing process shall follow a step cure or similar approach recommended by the Manufacturer and approved by the Engineer. It shall be held at the top step for an adequate length of time as determined by the Manufacturer to ensure that the design physical properties are attained. Pressure, temperature, and curing process shall be monitored by both computer and video as determined by the Manufacturer. 186 DIVISION 8 MISCELLANEOUS CONSTRUCTION 8-01.3(8) Street Cleaning (December 31, 2025 Renton GSP) Section 8-01.3(8) is supplemented with the following: The Contractor shall be responsible for controlling dust and mud within the project. The Contractor shall be prepared to use watering trucks equipped with high -velocity water jets and low-head sprinkling devices, power sweepers, and any other pieces of equipment necessary to avoid creating a nuisance. All streets used by the Contractor during the execution of the work under this contract shall be maintained in a clean condition. Any damage caused by dust and/or mud shall be the sole responsibility of the Co ntractor. In no case shall sediment-laden water be allowed to enter drainage facilities without prior filtration or sedimentation. The roadways shall be swept daily and as needed and kept in a clean condition. All costs associated with Street Cleaning and Sweeping shall be incidental to the various bid items. 8-01.3(9) Sediment Control Barriers 8-01.3(9)D Inlet Protection (December 31, 2025 Renton GSP) Section 8-01.3(9)D is supplemented with the following: Inlet protection can be in the form of internal devices and shall be installed prior to clearing, grubbing, or earthwork activities. Catch Basin Inserts shall be installed on all new Catch Basins that are constructed as part of this contract. Catch basin inserts shall be installed at all catch basins within project limits and those immediately downstream of the project site that could possibly receive sediment laden runoff from the site. They shall be installed and meet the requirement of the detail in the Plans. Simply placing a piece of geotextile under the catch basin grate is not acceptable. Catch basin inserts shall be installed, maintained, inspected, and removed by the Contractor per the Standard Specifications and as recommended by the manufacturer. Inlet protection devices shall be regularly cleaned at the discretion of the Engineer. The cost of this cleaning is incidental to other items of Work. 8-01.3(17) Protection of Existing Trees and Shrubs (December 31, 2025 Renton GSP) Section 8-01.3(17) is a new section: 187 The Contractor shall carefully protect existing trees and shrubs not specifically protected with high visibility fence during the course of construction against cutting, breaking or skinning of roots, skinning or bruising of bark. The Contractor shall plan all operations so as to avoid creating situations in which trees and shrubs may be damaged. Notify the Engineer if construction may damage trees and shrubs. The Contractor shall not proceed with Work until directed by the Engineer. Root Protection Cut exposed roots clearly and keep moist with straw mulch and burlap or equivalent during the time trenches are open. Hand dig trenches in areas with extensive roots. Roots larger than 3" in diameter shall be left intact and the Engineer notified for instr uctions on how to proceed. Damages for Loss or Injury to Existing Trees and Shrubs to Remain The Contractor shall be liable for damage to trees and shrubs. In the event of injuries to the crown, trunk or root system of existing trees and shrubs resulting from the Contractor's failure to protect them (the just value of which is determined by the Valuation of Landscape Trees, Shrubs, and Other Plants, (Current Edition) damages shall be deducted from the total amount due the Contractor. 8-02 ROADSIDE RESTORATION 8-02.3 Construction Requirements 8-02.3(1) Responsibility During Construction (CC, PSP) Section 8-02.3(1) is supplemented with the following: Dumping or stockpiling of topsoil shall not be allowed on roadway surfaces. The Contractor shall locate all underground utilities (both new and existing) prior to excavating and shall not disturb or damage them. Promptly notify the Engineer of any conflict between the proposed work and any obstructions. The Contractor shall be responsible for making any and all repairs for damage caused by his or her activities. 8-02.3(4) Topsoil 8-02.3(4)A Topsoil Type A (December 31, 2025 Renton GSP) Section 8-02.3(4)A is supplemented with the following: The contractor shall provide a material submittal for topsoil prior to use. 188 8-02.3(5) Roadside Seeding, Lawn and Planting Area Preparation 8-02.3(5)B Lawn Area Preparation (December 31, 2025 Renton GSP) Section 8-02.3(5)B is revised with the following: 1. Prepare subgrade in all lawn areas by scarifying to 6-inches minimum below topsoil and removing rocks and debris over 1” in diameter. Subgrade soils should be free -draining and without any impervious soils or other materials harmful to plant growth. Notify the Inspector of any subgrade conditions deleterious to plant growth. 2. Spread topsoil to a minimum depth of 6” after settlement in all lawn areas. 3. Thoroughly rototill topsoil to a minimum depth of 6 inches. 4. Fine grade per Contract Specifications in turf areas as indicated on drawings. Rake entire surface to conform to site grading. Grade edges to 1” below adjacent paved surfaces to provide a smooth transition. Roll as necessary to firm grade to satisfaction of the Inspector. 5. Apply fertilizer to the prepared lawn areas at rates recommended by sod grower or seed supplier and lightly rake to incorporate into the soil. 8-02.3(10) Lawn Installation 8-02.3(10)B Lawn Seeding and Sodding (December 31, 2025 Renton GSP) Section 8-02.3(10)B is supplemented with the following: Additional Sodding Requirements: 1. Moisten sod bed and roll lightly for compaction. 2. Lay sod strips per supplier’s instructions. Tightly butt joints, trim edges to conform to smooth curves and straight lines of pavement. Sod is to be flush with paved surfaces after settlement. Avoid gaps and overlaps and stagger sod joints in a brick -like fashion. 3. Remove any bumps, undulations, or low-high spots with a light rolling. 4. Water daily for a minimum of two weeks to prevent dehydration. 5. Protect all turf areas by erecting temporary fences, barriers, signs, etc. as necessary to prevent trampling. 6. Do not work in, over, or adjacent to planting areas without proper protection and safeguards. 8-02.3(10)C Lawn Establishment 189 (December 31, 2025 Renton GSP) Section 8-02.3(10)C is replaced with the following: The Contractor shall maintain all new lawn areas in this project; shall be responsible for the survival of turf in acceptable condition and shall maintain all new lawn areas in a neat and orderly fashion until Final Acceptance of the project by the City. The period for Final Acceptance shall be no sooner than the second mowing. The Contractor will be held responsible for all damage or loss caused by his inattention or carelessness. The Contractor shall repair damage caused by traffic, vandalism, weather or other outside causes. 8-02.3(10)C1 Establishment Period The Establishment Period will commence on the date of Preliminary Acceptance and will extend to Substantial Completion or Final Acceptance by the City of landscape work, whichever is later. Maintenance during this period will include: 1. Watering: Water areas of new turf so they receive adequate water for survival of the plant in a healthy position. 2. Lawns shall be fertilized every six weeks from March through September per Grower’s written recommendations. Lawns shall be maintained weed-free. 3. Lawns are to be mowed weekly or as needed to maintain a neat appearance. All grass clippings shall be removed from the site. Maximum height of lawn shall not exceed three inches. 4. Protect all lawn areas against damage, including erosion and trespassing, by providing and maintaining proper safeguards. 5. Debris Control: Debris control shall be accomplished in all landscaped lawn areas on a regular basis, at least weekly or more often where necessary. This will include leaf fall control in Fall period. Policing for paper and litter in all areas shall be conducted at least weekly. During the Fall period leaves, windblown into gutters and catch basins, are considered as litter and shall be removed as debris. 8-02.3(10)C2 Guarantee All new turf areas shall be guaranteed by the Contractor to be in a healthy condition for a period of one year from the date of Final Acceptance. 8-02.3(10)C3 Final Acceptance Acceptance of lawn planting as specified shall be based on a uniform stand of grass and a uniform grade at the time of final inspection. Final inspection of the work of the Section will be made at the time of the Final Inspection of the entire project or earlier, if approved by the Engineer. A final punch list will be issued. Final Acceptance of the new turf areas which are the responsibility of the Contractor will be contingent upon Final Acceptance of the entire project or at the determination of the City if earlier than Final Acceptance of the entire project. 190 8-02.3(10)E Qualifications of Workmen (December 31, 2025 Renton GSP) Section 8-02.3(10)E is a new section: Provide at least one person who shall be present at all times during execution of the Work and who shall be thoroughly familiar with the type of materials being installed and the best methods for their installation and who shall direct all work performed under this section. 8-02.3(10)F Submittals (December 31, 2025 Renton GSP) Section 8-02.3(10)F is a new section with added subsections: 8-02.3(10)F1 Certification of Material 1. Include seed mix percentages, purity, germination rates, weed experience, and date tested for the preceding. Include complete data on source, size and quality. 2. Supply on-site 12” x 12” sample of each sod specified for inspection and approval in advance by the City. 3. Provide suppliers written recommendations for fertilizer type, rate of application, and frequency. 4. All certificates required by law shall accompany shipments. 5. Upon completion of the installation and prior to final inspection, deliver all certificates to the Engineer. 8-02.3(10)F2 Manufacturer’s Certificates of Conformance 1. Supply Certificates of Conformance for fertilizer being used for the project. 8-02.3(10)F3 Schedule for Installation 1. The Contractor shall coordinate all work with the City and submit a watering plan for the Establishment Period. 8-02.3(10)G Product Handling (December 31, 2025 Renton GSP) Section 8-02.3(10)G is a new section: Deliver all items to the site in their original containers, with all labels intact and legible, at the time of the City’s inspection. Coordinate delivery and installation of sod to ensure sod is installed immediately upon delivery. Use all means necessary to protect new lawn areas before, during, and after installation and to protect the installed work and materials of all other trades. 191 In the event of damage or rejection, immediately make all repairs and replacements necessary for the approval of the Inspector and at no additional cost to the City. 8-02.3(10)H Site Information (December 31, 2025 Renton GSP) Section 8-02.3(10)H is a new section: If sod is stored onsite, preserve and protect all sod on site prior to and during installation. Protect from wind, drought, unusual weather and vandalism. Store all sod on site within limits of work. Protect adjacent property, public walks, curbs and pavement from damage. Do not block public access routes with plant material. 8-02.3(10)I Other Materials (December 31, 2025 Renton GSP) Section 8-02.3(10)I is a new section: All other materials not specifically described but required for a complete and proper planting installation, shall be selected by the Contractor subject to the approval of the Engineer. 8-02.3(10)J Execution (December 31, 2025 Renton GSP) Section 8-02.3(10)J is a new section: Prior to all lawn restoration, carefully inspect the installed work of all other trades and verify that all such work is complete to the point where this installation may properly commence. Verify that lawn installation may be completed in accordance with the original design and the referenced standards. In the event of discrepancy, immediately notify the Engineer for specific instructions. 8-02.3(17) Protection of Private Property and Property Restoration (December 31, 2025 Renton GSP) Section 8-02.3(17) is a new section: Property restoration shall consist of placement of additional plant materials, sod, seed and bark mulch, and other work not currently identified on the plans, as directed by the Engineer. All materials shall conform to Sections 9-14 Erosion Control and Roadside Planting and 9-15 Irrigation System of the Standard Specifications. The Contractor is specifically reminded that any unnecessary damage caused by construction activities will be repaired at the Contractor’s expense. 192 Restore all disturbed areas to original condition or better. Grass areas shall be restored with hydroseed where directed. Topsoil shall be Type A per 9-14.2(1), and Barck Mulch shall meet material requirements in 9- 14.5(3). The Contractor is advised that protecting existing private irrigation and lighting systems from damage does not constitute a basis for claim or extra work. 8-04 CURBS, GUTTERS, AND SPILLWAYS 8-04.1 Description (December 31, 2025 Renton GSP) Section 8-04.1 is supplemented with the following: This work shall also consist of constructing cement concrete curbs in accordance with these Specifications and in conformity with the dimensions and cross -sections shown in the Plans and to the lines and grades as staked. 8-04.3 Construction Requirements 8-04.3(1) Cement Concrete Curbs, Gutters, and Spillways (December 31, 2025 Renton GSP) Section 8-04.3(1) is supplemented with the following: The sub-base for curb and gutter sections shall be compacted to 95 percent density at or below optimum moisture content, before placing the curb and gutter. White-pigmented curing compounds will not be allowed. The top of the finished concrete shall not deviate more than one-eighth (1/8”) in ten feet (10’) or the alignment one-fourth (1/4”) in ten feet (10’). Where shown on the plans, the Contractor shall paint the curbs with 2-coats of yellow paint. Paint and application shall conform to the Standard Specifications for traffic paint striping. 8-04.3(3) Panting of Curbs (December 31, 2025 Renton GSP) Section 8-04.3(3) is a new section: When shown on the plans, concrete curbing shall be painted with two full coats of Paint formula No. H-2-83 or H-3-83 as shown on the plans or directed by the Engineer. The paint can be applied by brush or spray. 193 8-06 CEMENT CONCRETE DRIVEWAY ENTRANCES 8-06.1 Description (December 31, 2025 Renton GSP) Section 8-06.1 is supplemented as follows: Concrete approaches for driveways as well as curb within and adjacent to driveway approaches shall be constructed with 3-day portland cement concrete per Sections 8-06.3 and 9-01.2(1) Portland Cement of the Standard Specifications. Approaches shall be cons tructed per the details on the Plans. Approach locations and width are shown on the Plans. This includes all concrete for cement concrete driveways as shown on the Plans. If curb sections are poured monolithic with driveway approaches, these sections of curb shall be paid per square yard under the unit contract price for “Cement Concrete Driveway Entrance”. Otherwise they shall be paid for by the linear foot of Cement Concrete Curb & Gutter. See also Section 8-04 Curbs, Gutters, Spillways and Inlets herein. Concrete approaches, driveways and adjoining sections of curb, gutter and sidewalk shall be constructed in two or more segments to allow continued driveway access unless alternate access can be provided and clearly delineate. 8-06.2 Materials (December 31, 2025 Renton GSP) Section 8-06.2 is supplemented as follows: Commercial concrete for driveways & driveway entrances gutter will not be allowed. 8-06.3 Construction Requirements (December 31, 2025 Renton GSP) Section 8-06.3 is supplemented with the following: Section 1-07 of these Special Provisions describes the restrictions to driveway closures and construction that will be in place for this contract. To meet these requirements, the Contractor may use a quick setting concrete. The Engineer shall approve the quick-setting mix prior to use. 8-14 CEMENT CONCRETE SIDEWALKS 8-14.2 Materials (December 31, 2025 Renton GSP) Section 8-14.2 is deleted and replaced with the following: Materials shall meet the requirements of the following sections: Cement 9-01 Aggregates 9-03 194 Premolded Joint Filler 9-04.1 Concrete Curing Materials and Admixtures 9-23 The Contractor shall use one of the detectable warning surface products listed in the WSDOT Qualified Products List or approved equal. The detectable warning surface shall have the truncated dome shape shown in WSDOT Standard Plan F-45.10. The detectable warning surface area shall be dark red/colonial red (SAE AMS Standard 595, color number 20109). Cement Concrete Sidewalk, Scored Cement Concrete Sidewalk, Decorative Concrete Finish, Smooth Cement Concrete Band and Curb Ramps shall be constructed in accordance with Section 8-14 of the Standard Specifications using air-entrained Class 4000 concrete except as hereinafter amended. 8-14.3 Construction Requirements (CC, PSP) The first paragraph of Section 8-14.3 is deleted and replaced with the following: The concrete in the sidewalks shall be air entrained Class 4000 in accordance with the requirements of Section 6-02. Section 8-14.3 is supplemented with the following: Scored Cement Concrete Sidewalk shall receive broom finish and sawcut scored as detailed on the Plans. Contractor shall provide layout of sidewalk scoring and expansion joints for Engineer’s approval in the field prior to installation. Full depth expansion joints for cement concrete sidewalk shall be constructed with a maximum spacing of approximately 10 feet, and as detailed on the Plans. Score joints shall be constructed at a maximum distance of 6 feet from each full depth expansion joint, except where specific dimensions are detailed on the Plans. No concrete for sidewalk shall be poured against dry forms or dry subgrade. The Contractor may provide suitable vibrating finishers for use in finishing concrete sidewalks. The type of vibrator and its method of use shall be subject to the approval of the City. New concrete shall be allowed to cure for a minimum of 28 days prior to application of concrete color stain. Area to receive color stain shall be pressure washed, free of dust, contaminants and debris, and allow to dry prior to application of concrete colo r stain, per manufacturer’s recommendations. All completed work shall be so barricaded as to prevent damage by unauthorized use. Any damage sections shall be removed and replaced at the Contractor’s expense. Existing building facades disturbed during construction shall be restored to original condition. 195 The Contractor shall request a pre-construction meeting with the Engineer to be held 2 to 5 working days before any work can start on cement concrete sidewalks, curb ramps or other pedestrian access routes to discuss construction requirements. Those attending shall include: 1. The Contractor and Subcontractor in charge of constructing forms, and placing, and finishing the cement concrete. 2. Engineer (or representative) and Project Inspectors for the cement concrete sidewalk, curb ramp or pedestrian access route Work. Items to be discussed in this meeting shall include, at a minimum, the following: 1. Slopes shown on the Plans. 2. Inspection 3. Traffic control 4. Pedestrian control, access routes and delineation 5. Accommodating utilities 6. Form work 7. Installation of detectable warning surfaces 8. Contractor ADA survey and ADA Feature as-built requirements 9. Cold Weather Protection 8-14.3(4) Curing (December 31, 2025 Renton GSP) Section 8-14.3(4) is replaced with: The curing materials and procedures outlined in Section 5-05.3(13) of the Standard Specifications shall prevail, except that white pigmented curing compound shall not be used on sidewalks. Concrete sidewalks shall be cured for at least 5 days. The curing agent shall be applied immediately after brushing and be maintained during the curing period. The Contractor shall have readily available sufficient protective covering, such as waterproof paper or plastic membrane, to cover the pour of an entire day in the event of rain or other unsuitable weather. During the curing period, all traffic, both pedestrian and vehicular, shall be excluded. Vehicular traffic shall be excluded for such additional time as the Engineer may specify. 196 The Contractor shall be responsible for barricading, patrolling, or otherwise protecting the newly placed concrete to prevent damage. Damaged, vandalized, discolored, stained, or unsightly concrete shall be removed and replaced at the expense of the Contr actor. 8-18 MAILBOX SUPPORT 8-18.3 Construction Requirements (December 31, 2025 Renton GSP) Section 8-18.3 is supplemented as follows : Permanently reinstalled mailboxes shall be installed with new hardware and posts in conformance with City of Renton standard details H027, H028, and H029. All relocated mailbox supports shall be installed with the new wood posts. Post foundations shall be commercial concrete. Mailbox assemblies damaged during construction activities shall be replaced in kind by the Contractor. All costs associated with damaged mailbox replacement shall be the responsibility of the Contractor. 8-22 PAVEMENT MARKING 8-22.1 Description (March 31, 2026 Renton GSP) Section 8-22.1 is supplemented as follows: Pavement markings shall conform to Section 8-22 of the Standard Specifications, the latest edition and amendments thereto of the Manual on Uniform Traffic Control Devices (MUTCD) as adopted by the State of Washington, and City of Renton Standard Plans 109 and 128, and shall be constructed as shown in the Plans except as modified herein. The Contractor shall be responsible for all traffic control required to place and protect pavement marking material, as outlined in Sections 2-03.3 and 2-04 of the Standard Specifications and these Special Provisions. 8-22.2 Materials (December 31, 2025 Renton GSP) Section 8-22.2 is supplemented with the following: Plastic pavement marking materials shall be Type A – liquid hot applied thermoplastic unless indicated otherwise in the Contract Documents. Acceptance 197 The Contractor shall be responsible for supplying material that meets aforestated material and testing requirements. The Contractor shall supply certification that the pavement marking material meets the above specifications. 8-22.3 Construction Requirements (December 31, 2025 Renton GSP) Section 8-22.3 is supplemented with the following: Contractor shall notify the Engineer and request approval of the pre-mark channelization at least 48 hours prior to placement of pavement markings. All Pavement markings on concrete intersections shall be 3M Stamark all-weather Tape 380AW and Contrast Tape 380AWE-5. Thermal plastic on Asphalt shall contain 3M 50/50 wet/dry elements. Temperature needs to be above 40 degrees and dry for a minimum of 48 hours before any markings can be applied. 8-22.3(5) Installation Instructions (December 31, 2025 Renton GSP) Section 8-22.3(5) is revised as follows: A manufacturer’s technical representative need not be present at the initial material installation to approve the installation procedure. 8-22.3(6) Removal of Pavement Markings (December 31, 2025 Renton GSP) Section 8-22.3(6) is supplemented with the following: Existing pavement markings within the construction limits, including stop bars, traffic arrows, lane markers, and raised pavement markers shall be removed prior to overlaying the roadway surface. All conflicting channelization shall be removed as necessary by sand blasting to install temporary pavement markings or after the final channelization has been installed. Removal of existing pavement markings shall be conducted using such methods to prevent damage to the remaining pavement. The use of chemicals that may be harmful to the pavement will not be allowed. Damaged pavement shall be replaced at the Contractor's expense. 198 DIVISION 9 MATERIALS 9-03 AGGREGATES 9-03.8 Aggregates for Hot Mix Asphalt 9-03.8(7) HMA Tolerances, Specification Limits and Adjustments (September 30, 2025, Renton GSP) Item 1 is deleted and replaced with: 6. Job Mix Formula Tolerances. After the JMF is determined as required in 5-04.3(7)A, the constituents of the mixture at the time of acceptance shall conform to the following tolerances: Nonstatistical Commercial Evaluation Evaluation Aggregate, percent passing 1”, ¾”, ½”, and 3/8” sieves ±6% ±8% U.S. No. 4 sieve ±6% ±8% U.S. No. 8 sieve ±6% ±8% U.S. No. 16 sieve ±4% ±6% U.S. No. 30 sieve ±4% ±6% U.S. No. 50 sieve ±4% ±6% U.S. No. 100 sieve ±3% ±5% U.S. No. 200 sieve ±2.0% ±3.0% Asphalt Binder ±0.5% ±0.7% VMA 1.5% below minimum value in 9-03.8(2) VFA minimum and maximum as listed in 9-03.8(2) Va 2.5% minimum and 5.5% maximum These tolerance limits constitute the allowable limits as described in Section 1-06.2. The tolerance limit for aggregate shall not exceed the limits of the control point’s section, except the tolerance limits for sieves designated as 100% passing will be 99-100. 199 9-03.9 Aggregates for Ballast and Crushed Surfacing 9-03.9(2) Permeable Ballast (September 30, 2025, Renton GSP) Revise section 9-03.9(2) to read: Permeable Ballast Permeable ballast shall meet the requirements of Section 9-03.9(1) for ballast except for the following special requirements. The grading and quality requirements are: Grading No. 1 Grading No. 2 (AASHTO No. 3) Sieve Size Percent Passing Sieve Size Percent Passing 2-1/2” 99-100 2-1/2” 100 2” 65-100 2” 90-100 ¾” 40-80 1-½” 35-70 No. 4 0-5 1” 0-15 No. 100 0-2 ½” 0-5 % Fracture 95 No. 100 0-3 All percentages are by weight. % Fracture 95 The sand equivalent value and dust ratio requirements do not apply. Los Angeles Wear, 500 Rev.: 30% maximum Degradation Factor: 30 minimum The fracture requirement shall be at least two (2) fractured faces and will apply to the combined aggregate retained on the No. 4 sieve in accordance with WSDOT FOP for AASHTO T 335. The minimum void ratio of the aggregate shall be 30 percent as determined by AASHTO T 19. Permeable ballast material may be conditionally approved based on Contractor submitted sampled materials prior to delivery to the site. Final Acceptance will be based on conformance testing completed on material that has been delivered, installed, and compacted on site. The 200 exact point of acceptance will be determined by the Engineer. Material out of conformance with the project specifications will be removed and replaced at the Contractor’s expense. 9-03.12 Gravel Backfill 9-03.12(6) Underdrain Aggregate (September 30, 2025, Renton GSP) Section 9-03.12(6) is a new additional section: Underdrain Aggregate shall conform to the following grading: Sieve Size Percent Passing ¾-inch 100 ¼-inch 30-60 No. 8 20-50 No. 50 3-12 No. 200 0-1 Underdrain aggregate shall consist of screened sand, gravel or other inert materials, or combinations thereof, from sources approved by the engineer, having hard, durable particles free from adherent coatings. The materials must be washed thoroughly to rem ove clay, loam, alkali, organic matter or other deleterious substances. Particles having a specific gravity less than 1.95 must not exceed 1.0 percent of the total weight. Organic matter, by calorimetric test, must not be darker than the reference standard color (Organic Plate No. 3) AASHTO T21 unless other tests prove a darker color to be harmless. 9-03.22 Cement-based Grout for Abandoning Existing Utilities (September 30, 2025, Renton GSP) Section 9-03.22 is a new section: The Contractor shall submit a mix proposal that has flow characteristics appropriate for filling a utility pipeline. The mix proposal for “Cement-base Grout for Abandoning Existing Utilities” shall be approved by the Engineer prior to commencing work on th is item. Cement-based Grout for Abandoning Existing Utilities shall be equal to a 1-sack mix and the materials shall conform to the following: Cement: This material shall be Portland cement as specified in section 9-01. Aggregate: This material shall meet the requirements for fine aggregate as specified in 201 section 9-03.1. Water: Water shall conform to the provisions of Section 9-25.1. Minimum Strength: 100 psi 9-05 DRAINAGE STRUCTURES AND CULVERTS 9-05.2 Underdrain Pipe 9-05.2(9) Slotted PVC Underdrain Pipe (September 30, 2025, Renton GSP) Section 9-05.2(9) is a new additional section: Slotted PVC underdrain pipe shall be per ASTM D1785 Sch. 40. Slots shall be cut perpendicular to the long axis of the pipe and be 0.04 to 0.069 inches wide by 1 inch long and be spaced 0.25 inches apart (spaced longitudinally). Slots should be arranged in four rows spaced on 45-degree centers and cover one-half of the circumference of the pipe. 9-05.4 Steel Culvert Pipe and Pipe Arch (September 30, 2025, Renton GSP) Section 9-05.4 is revised as follows: Steel culvert pipe and pipe arch shall meet the requirements of AASHTO M 36, Type I and Type II. Welded seam aluminum coated (aluminized) corrugated steel pipe and pipe arch with metallized coating applied inside and out following welding is acceptable and shall be asphalt treatment coated. 9-05.7 Concrete Storm Sewer Pipe 9-05.7(2) Reinforced Concrete Storm Sewer Pipe (September 30, 2025, Renton GSP) Section 9-05.7(2) is replaced by the following: Reinforced Concrete Storm Sewer pipe shall conform to the requirements of ASTM C-76 and shall be Class IV. Cement used in the manufacture of reinforced concrete pipe shall be Type II in conformance with ASTM C150. No admixture shall be used unless otherwi se specified. 9-05.7(2)A Basis for Acceptance (September 30, 2025, Renton GSP) Section 9-05.7(2)A is supplemented by the following: All pipes shall be subject to (1) a three-edge-bearing strength (D-load) test in accordance with ASTM C76; and (2) a hydrostatic test of rubber gasket joints in accordance with ASTM C361 or AWWA C302 except test pressure shall be 5 psi. 202 9-05.7(3) Concrete Storm Sewer Pipe Joints (September 30, 2025, Renton GSP) Section 9-05.7(3) is replaced by the following: Joint assembly design shall be reinforced concrete bell and spigot type incorporating a fully retained single rubber gasket in accordance with ASTM C361 or AWWA C302. Rubber gasket material shall be neoprene. 9-05.7(4) Testing Concrete Storm Sewer Pipe Joints (September 30, 2025, Renton GSP) Section 9-05.7(4) is supplemented by the following: Hydrostatic testing of rubber gasket joints shall be performed in accordance with ASTM C361 or AWWA C302 except test pressure shall be 5 psi. 9-05.9 Steel Spiral Rib Storm Sewer Pipe (September 30, 2025, Renton GSP) Section 9-05.9 is replaced with: The manufacturer of spiral rib storm sewer pipe shall furnish the Engineer a Manufacturer's Certificate of Compliance stating that the materials furnished comply in all respects with these Specifications. The Engineer may require additional information or tests to be performed by the Contractor at no expense to the City. Unless otherwise specified, spiral rib storm sewer pipe shall be furnished with pipe ends cut perpendicular to the longitudinal axis of the pipe. Pipe ends shall be cut evenly. Spiral rib pipe shall be fabricated either by using a continuous helical lock seam or a continuous helical welded seam paralleling the rib. Steel spiral rib storm sewer pipe shall be manufactured of metallic coated (aluminized or galvanized) corrugated steel and inspected in conformance with Section 9 -05.4. The size, coating, and metal shall be as shown in the Plans or in the Specifications. For spiral rib storm sewer pipe, helical ribs shall project outwardly from the smooth pipe wall and shall be fabricated from a single thickness of material. The ribs shall be essentially rectangular and shall be 3/4 inch plus two times the wall thickness (2t) plus or minus 1/8 inch (measured outside to outside) and a minimum of 0.95 inch high (measured as the minimum vertical distance from the outside of pipe wall immediately adjacent to the lockseam or stiffener to the top surface of rib). The maximum sp acing of the ribs shall be 11.75 inches center to center (measured normal to the direction of the ribs). The radius of bend of the metal at the corners of the ribs shall be a minimum of 0.10 inch and a maximum of 0.17 inch. If the sheet between adjacent ribs does not contain a lockseam, a stiffener shall be included midway between ribs, having a nominal radius of 0.25 inch and a minimum height of 0.20 inch toward the outside of the pipe. Pipe shall be fabricated with ends that can be effectively jointed with coupling bands. 203 When required, spiral rib or narrow pitch spiral rib pipe shall be bituminous treated or paved. For narrow pitch spiral rib sewer pipe, the helical ribs shall project outwardly from the smooth pipe wall and shall be fabricated from a single thickness of material. The ribs shall be .375 inch + 1/8 inch wide (measured outside to outside) and a minimum of .4375 inch high (measured as the minimum vertical distance of ribs shall be 4.80 inches center to center (measured normal to the direction of the ribs). The radius of bend of the metal at the corners of the ribs shall be 0.0625 inch with an allowable tolerance of + 10 percent. 9-05.12 Polyvinyl Chloride (PVC) Pipe 9-05.12 (1) Solid Wall PVC Culvert Pipe, Solid Wall PVC Storm Sewer Pipe, and Solid Wall PVC Sanitary Sewer Pipe (September 30, 2025, Renton GSP) Section 9-05.12(1) is a supplemented by the folllowing: Gravity sewer pipe shall be as specified herein and as shown on the Plans. The Contractor shall provide one electronic copy of the pipe manufacturer’s technical literature including tables of dimensional tolerances to the Engineer. Any pipe found to have dimensional tolerances in excess of those prescribed or having defects, which prevent adequate joint seal or any other damage, shall be rejected. If requested by the Engineer, not less than three nor more than five lengths of pipe for each size, selected from stock by the Engineer, shall be tested as specified for maximum dimensional tolerance or the respective pipe. C900 shall meet the requirements of Section 9-30.1(5)A All pipe shall be clearly marked with type, class, and thickness. Lettering shall be legible and permanent under normal conditions of handling and storage. 9-05.13 Ductile Iron Sewer Pipe (September 30, 2025, Renton GSP) Section 9-05.13(1) is a new section: 9-05.13(1) Ductile Iron Pipe Casing Zinc coated ductile iron pipe for pipe casing shall be Class 50, coated with 200 g/m2 pure metallic zinc coating in accordance with ISO 8179-1, with a standard asphaltic topcoat in accordance with AWWA C-151. Pipe shall be marked with the word ‘zinc’ in addition to the markings required by AWWA C-151. Scratches in the coating that occur during shipping or installation shall be repaired with a zinc-rich touch-up paint in accordance with ISO 8179 as directed by the engineer. 9-05.14 ABS Composite Sewer Pipe (September 30, 2025, Renton GSP) Section 9-05.14 is deleted 204 9-05.17 Aluminum Spiral Rib Storm Sewer Pipe (September 30, 2025, Renton GSP) Section 9-05.17 is replaced with: Unless otherwise specified, spiral rib storm sewer pipe shall be furnished with pipe ends cut perpendicular to the longitudinal axis of the pipe. Pipe ends shall be cut evenly. Spiral rib pipe shall be fabricated by using a continuous helical lock seam with a seam gasket. For spiral rib storm sewer pipe, helical ribs shall project outwardly from the smooth pipe wall and shall be fabricated from a single thickness of material. The ribs shall be ¾-inch wide by ¾- inch deep with a nominal spacing of 7-1/2 inches center to center. Pipe shall be fabricated with ends that can be effectively jointed with coupling bands. For narrow pitch spiral rib storm sewer pipe, helical ribs shall project outwardly from the smooth pipe wall and shall be fabricated from a single thickness of material. The ribs shall be 0.375 inch + 1/8-inch wide (measured outside to outside) and a minimum spacing of ribs shall be 4.80 inches center to center (measured normal to the direction of the ribs). The radius of bend of the metal at the corners of the ribs shall be 0.0625 inch with an allowable tolerance of + 10 percent. For wide pitch spiral rib storm sewer pipe, helical ribs shall project outwardly from the smooth pipe wall and shall be fabricated from a single thickness of material. The ribs shall be 3/4 inch + 1/8-inch wide (measured outside to outside) and a minimum of 0.95-inch high (measured as the minimum vertical distance from the outside of pipe wall to top surface of the rib). The maximum spacing of ribs shall be 11.75 inches center to center (measured normal to the direction of the ribs). The radius of bend of the metal at the corners of the ribs shall be 0.0625 inch with an allowable tolerance of + 10 percent. 9-05.20 Corrugated Polyethylene Storm Sewer Pipe, Couplings, and Fittings (September 30, 2025, Renton GSP) Section 9-05.20 is replaced with the following: 9-05.20(1) Description Corrugated Polyethylene Pipe (CPEP) shall be corrugated high-density polyethylene pipe with smooth internal wall manufactured by Advanced Drainage Systems (ADS), or approved equivalent. 9-05.20(2) Pipe Material and Fabrication CPEP shall be in conformance with the latest version of ASTM F 667 or AASHTO M 294, Type S. 9-05.20(3) Fittings and Gaskets Fittings shall be gasketed PVC fittings. Gaskets shall conform to ASTM F 477. Fittings shall conform to ASTM F 1536 or ASTM D 3212. Fittings shall be manufactured by Nyloplast USA, Inc., or approved equivalent. 9-05.20(4) Installation Pipe and fittings shall be installed per the manufacturer's recommendations. Lubricate gasket and fitting socket with manufacturer-approved lubricant prior to pushing pipe into fitting. 205 9-05.23 High Density Polyethylene Piping (December 31, 2025, Renton GSP) Paragraphs 4 and 5 of 9-05.23 is replaced with the following: The joints shall be welded by butt fusion only, by operators who have successfully completed a butt fusion training course sponsored by the pipe manufacturer. A written copy of such training certification shall be provided to the Engineer. Butt fusion procedures shall meet the requirements of ASTM F2620 and the manufacturer’s recommendations. All field welds shall be made with fusion equipment equipped with a Data Logger. Temperature, fusion pressure, and a graphic representation of the fusion cycle shall be part of the Quality Control records. The joints shall be watertight and pressure testable to the requirements of ASTM D3212. Bead projections on the inside of the pipe shall be removed. All personnel directly involved with installing HDPE pipe shall receive training for handling and installing HDPE pipe in accordance with AWWA M-55. Pipe and fittings shall be carefully examined for cracks, gouges, cuts, discontinuities, or other defects immediately before installation and all defective pipe and fittings shall be removed. 9-05.52 Dense Foam (September 30, 2025, Renton GSP) Section 9-05.52 is a New Section as follows: Dense foam shall be Ethafoam HS 600 high density, polyethylene foam, as manufactured by Dow Chemical Company, or approved equivalent. 9-08 PAINTS AND RELATED MATERIALS 9-08.9 Manhole Coating System Products (September 30, 2025, Renton GSP) Section 9-08.9 is a new section and subsection: 9-08.9(1) Coating Systems Specification A. High Solids Urethane Coating System: C1 Coating Material: High Solids Urethane Surfaces: Concrete Surface Preparation: In accordance with SSPC SP-7 (Sweep or brush off blast) Application: Shop: The drying time between coats shall not exceed 24 hours in any case System Thickness: 3.0-4.0 mils dry film 206 Coatings: Primer: One coat of Wasser MC-Shieldcoat 100 high solids urethane (1.5-2.0 DFT) Finish: One coat of Wasser MC- Shieldcoat 100 (1.5-2.0 DFT) Color: White 9-14.2 TOPSOIL (September 30, 2025, Renton GSP) Section 9-14.2(1) is supplemented by adding the following: 9-14.2(1) Topsoil Type A Supplement this section as follows: Topsoil Type A, as applicable per conditions below, shall be compost amended topsoil as described and contain 33-50% composted organic material by volume. Compost used for the topsoil amendment shall be sourced, incorporated, and mixed per the conditions in this section. 9-14.2(1)a Compost Procurement Contractor shall provide certificates, or sufficient documentation, to the City 2 weeks prior to ordering any compost products for approval by Engineer showing that the supplier sources meet the following criteria: 1. Produce compost products locally. 2. Are certified by the US Composting Council or an equivalent nationally recognized organization. 3. Produce compost products that are derived from the City’s solid waste programs and meet quality standards comparable to standards adopted by the Washington state Department of Transportation or adopted by rule by the Washington state Department of Ecology. 9-14.2(1)b Topsoil Type A (Compost Amended Planting Soil) Topsoil Type A (Compost Amended Planting Soil) shall consist of 50 – 67% sand and/or sandy loam and 33 – 50% composted organic material by volume. Total organic matter shall be at least 5% by dry weight for areas where turf will be installed, and at least 10% by dry weight for all other landscape areas. Organic matter shall be determined by Loss-on-Ignition test. Acceptable tests include the most current version of ASTM D2974 “Test Methods for Moisture, Ash, and Organic Matter of Peat and Other Organic Soils,” and TMECC 05.07A “Loss-On- Ignition Organic Matter Method.” Compost-Amended Planting soil shall not contain any viable seeds or roots capable of sprouting any State-listed noxious weed, or invasive root-propagating plants including but not limited to horsetail, ivy, clematis, knotweed, Scot’s broom, reed canary grass, Himalayan blackberry, etc. Soil found to contain these prohibited viable plant materials shall be removed and replaced at the Contractor’s expense. 207 1. The soil shall meet the following requirements. a. The mixed soil shall meet the following gradation: Screen Size * Percent Passing 2 inch 100 1 inch 99-100 5/8” 90 – 100 1/4" 75-100 *Maximum particle length of 6 inches 2. Shall have a pH range between 5.5 and 8.5. The pH shall be determined by soil test. 3. Organic material shall consist of composted yard debris or organic waste material composted for a minimum of 3 months. Compost shall consist of 100% recycled content and meet all requirements for compost in Section 9-14.5(8) of the Standard Specifications. 4. Submit a certified laboratory analysis from an accredited soils testing laboratory indicating the Material source and compliance with all planting soil and compost specifications to the Engineer or project Ecologist for approval no less than seven (7) days before delivery to the Project Site. The analysis shall be with a sample size of no less than 2 pounds. 5. Site specific soil testing (after placement of material) may be required for projects requiring more than 50 cubic yards of compost-amended planting soil A Contractor provided accredited laboratory approved by the Engineer shall make recommendations for amendments required for optimum growth at no cost to the owner. The Contractor will be allowed five (5) Working Days to complete the testing from the time of written notice given by the Engineer. 6. A sample of the compost amended planting soil shall be provided to the Engineer or project Ecologist in a 1-gallon re-closable bag at least seven (7) days prior to application. 208 9-14.2(2) Topsoil Type B (September 30, 2025, Renton GSP) Section 9-14.2(2) is supplemented with the following: Planting soil / topsoil shall consist of loose, moderately well-drained, friable soil of sandy loam texture, free of ice, snow, and rubbish with no admixture of refuse or material toxic to plant growth. Soil shall be reasonably free of stones, lumps, roots, and weeds or similar objects. Topsoil shall be fertile and free flowing (pulverized). Topsoil shall be Mycorrhizae inoculated. Topsoil shall meet the following parameters: Parameter Range pH: 6.7-7.5 Moisture Content: 25%55% Soluble Salts: 2.5 mmhos/(dS) Coarse Sand: 50% max (by weight) Clay: 25% max (by weight) Silt: 15%max (by weight) Organic matter: 10%max (by weight) 9-14.2(4) Sandy Loam (September 30, 2025, Renton GSP) Section 9-14.2(4) is a new section: Sandy loam shall consist of soil having a maximum clay content of ten percent by weight. In addition, soil particles shall meet the following requirements for grading: Passing 1 inch sieve (square opening) ......... 100% Passing 1 mm sieve...................................... 80% minimum Passing 0.15 mm sieve................................. 15% maximum 9-14.7(4) Sod (September 30, 2025, Renton GSP) Section 9-14.7(4) is supplemented with the following: Sod shall be nursery-grown (farm-grown) under climatic conditions similar to or hardier than those at the site. Sod shall have normal habit of growth and be healthy, vigorous and free of disease, insects, insect eggs and larvae. Sod material shall meet or exceed the specification of Federal, State and local laws requiring inspection for plant disease and insect control. Sod: Must be from a local grower and be established in growing sod in sandy loam soils. Sod grown in heavy clay soils is not acceptable. All required certifications apply for “approved equal”. Sod shall contain 65% perennial turf-type ryegrass by weight and 35% hard fescue by weight. 209 9-23 CONCRETE CURING MATERIALS, BONDING AGENTS, AND ADMIXTURES 9-23.9 Fly Ash (RC) (September 30, 2025, Renton GSP) Section 9-23.9 is revised as follows: Fly ash shall not be used around water lines. 9-30 WATER DISTRIBUTION MATERIALS 9-30.1 Pipe (September 30, 2025, Renton GSP) Section 9-30.1 is supplemented as follows: All materials for water distribution and transmission shall be new and undamaged. Prior to ordering any pipe and fittings to be used in a potable water supply, the Contractor shall submit the material source as required by Section 1-06.1 of the Standard Specifications. All direct and indirect drinking water system components which come in contact with potable water shall have National Sanitation Foundation (NSF) certification. 9-30.1(1) Ductile Iron Pipe (September 30, 2025, Renton GSP) Section 9-30.1(1) is replaced as follows: 1. Ductile iron pipe shall be centrifugally cast in 18- or 20-foot nominal lengths and meet the requirements of AWWA C151. Ductile iron pipe shall have a ‘Double Thickness’ cement mortar lining and a 1-mil thick seal coat meeting the requirements of AWWA C104. Ductile iron pipe shall be minimum Standard Thickness Class 52, or the thickness class as shown in the Plans. Flanged ductile iron pipe shall be Class 53 per AWWA C115. 7. Non-restrained joint shall be rubber gasket, push-on type joint (Tyton) or mechanical joint (M.J.) conforming to AWWA C111, unless otherwise specified. 8. Restrained joints shall be as specified in Section 9-30.2(6). 9. Flanged joints shall conform to ANSI B16.1, class 125 drilling pattern, rated for 250 psi working pressure. Flanged ductile iron pipe shall be Class 53 per AWWA C 115. Thicker Classes are acceptable. The Contractor shall furnish certification from the manufacturer of the pipe and gasket being supplied that the inspection and all of the specified tests have been made and the results thereof comply with the requirements of the above referenced standards. 9-30.1(2) Polyethylene Encasement (September 30, 2025, Renton GSP) Section 9-30.1(2) is revised as follows: Polyethylene encasement (plastic film wrap, also referenced as “Polywrap” on Construction Plans) shall be eight mil (8-mil) polyethylene, tube type conforming to AWWA C105. All ductile 210 iron pipes, fittings and valves shall be installed with a polyethylene encasement, tube -type and in black color. 9-30.1(3) Polyurethane Foam Pigs for Pipe Cleaning (Septemberember 30, 2025, Renton GSP) Section 9-30.1(3) is a new section Polyurethane foam pig, also referenced as “Poly-Pig”, shall be constructed of light density foam with a density of 1-2 lbs/cubic-foot. The rear end of the Poly-Pig shall be coated with urethane rubber having a hardness of 90A durometer. The Poly-Pig shall be cylindrical in shape with either a bullet-nose or squared-end configuration. 9-30.2 Fittings 9-30.2(1) Ductile Iron Pipe (September 30, 2025, Renton GSP) Section 9-30.2(1) is revised as follows: Fittings for ductile iron pipe shall be ductile iron conforming to AWWA C110, AWWA C111, and AWWA C153 and shall be cement-lined conforming to AWWA C104. All water main fittings shall be ductile iron, short body, cement lined and have a pressure rating of 350 psi for mechanical joint fittings and 250 psi for flange joint fittings, unless otherwise specified. Metal thickness and manufacturing process shall conform to applicable portions of ANSI/AWWA C110/A21.10. Mechanical joint, ductile iron, compact fittings 24 inches and less shall conform to ANSI/AWWA C153/A21.53. Flanged fittings, cast or ductile iron, shall conform to ANSI B16.1, class 125 drilling pattern. Ductile iron fittings include tees, crosses, wyes, bends, adapters, sleeves, plugs, caps, offsets, reducers, and ells. Rubber gaskets for push-on joints or mechanical joint shall conform to ANSI A21.11 / AWWA C111. Gasket materials for flange joints shall be neoprene, Buna N, chlorinated butyl, or cloth - inserted rubber suitable for pressurized water service purposes. Type of connections shall be specified as push-on joint, mechanical joint, plain end, flanged, restrained joint and threaded. Sleeves less than 12 inches in diameter shall be 12 inches minimum length and shall be mechanical joint. Sleeves greater than 12 inches in diameter shall be of the long body type and shall be 15 inches minimum length and shall be mechanical joint. Where ductile iron pipe is to be joined to existing cast iron pipe of the same nominal size and the outside diameter of the existing cast iron pipe is 0.05 inches or less from the outside diameter of the ductile iron pipe being joined, the pipe shall be joined with a mechanical joint sleeve. Where ductile iron pipe is to be joined to existing cast iron pipe of the same nominal size and the outside diameter of the existing cast iron pipe conforms to AWWA 1908 classifications A, B, C, D, or F, the pipe shall be joined with a transition mechanica l joint sleeve having a single-piece casting. Threaded pipe and flanges combinations shall not be used. 211 Bolts in piping and fittings shall be malleable iron, Cor -ten or stainless steel. Bolts and nuts for flanged pipe and fittings shall conform in size and length with ANSI/AWWA C111/A21.11. Stainless steel bolts shall meet the requirements of ASTM F593, Grade A. Shackle rods shall be Cor-ten or stainless steel all thread 316SS. Stainless steel nuts and bolts shall be type 316SS. Contractor shall provide Manufacturer’s Certificate of Compliance in accordance with Section 1-06.3 Manufacturer’s Certificate of Compliance of the Standards Specifications for all fittings and bolts to be used. 9-30.2(2) Galvanized Iron Pipe (September 30, 2025, Renton GSP) Section 9-30.2(2) is a new section as follows: Where galvanized iron pipe is specified, the pipe shall be standard weight, Schedule 40, steel pipe per Standard Specifications for black and hot-dipped, zinc coated (galvanized) welded and seamless steel pipe for ordinary uses (ASTM A-120). Fittings shall be screwed malleable iron galvanized per ANSI B16.3. 9-30.2(3) Steel Casing Pipe (September 30, 2025, Renton GSP) Section 9-30.2(3) is a new section as follows: Steel casing shall be black steel pipe conforming to ASTM A 53. Before installation, coat casing exterior with shop-applied anticorrosive coating conforming to AWWA C210. Minimum coating thickness shall be 16 mils dry film thickness (DFT); however, thickness shall not exceed manufacturer’s recommended thickness. Coating type shall be a polyamide epoxy-coal tar equal to Tnemec Hi-Build Theme-Tar, Series 46H-413. Casing wall thickness shall be 0.250 inch for casings 24 inches or less in diameter and 0.375 inch for casings over 24 inches in diameter. Carrier pipe for water main shall be Restrained Joint Ductile Iron, Class 52. 9-30.2(4)C Spacers and Seals for Casing Pipe (September 30, 2025, Renton GSP) Section 9-30.2(4)C is a new section as follows: Casing spacers shall be “centered positioning” type bands at least 12 inch in width and shall be either stainless steel or heavy duty fusion bonded epoxy coated steel. Runners shall be 2 -inch wide glass reinforced plastic securely bonded to the spacer and shall be aligned on the spacer along the axis of insertion of the water main into the casing pipe. Runner length shall approximate the width of the spacer. Securing the spacer to the water main shall be in accordance with the manufacturer’s instruction. The height of the risers and runners combined shall be sufficient to keep the carrier pipe bell, couplings or fittings at least 0.75 inch from the casing pipe wall at all times and provide at least 1-inch clearance between the runners and the top of the casing wall, to prevent jamming during installation. 212 Acceptable spacers and end seals manufacturers are Pipeline Seal and Insulator model S12G-2 for stainless steel and model C12G-2, C8G-2 for fusion-bonded and coated steel, Cascade Waterworks Mfg. Co., Advance Products & Systems, Inc. or approved equal. 9-30.2(6) Restrained Joint Pipe and Fittings (September 30, 2025, Renton GSP) Section 9-30.2(6) with title change, is revised as follows: Restrained joint ductile iron pipe and fittings, where required on the plans, shall be flexible after assembly and be able to be disassembled. Restrained joints shall meet the following criteria: 1. The restrained joint shall have a positive metal to metal contact locking system without the use of gripping teeth. Gaskets for push-on joint pipe with integrally molded steel or metal teeth or locking segments shall not be allowed as substitutes for restrained-joint pipes. 2. The joint restraint system for the pipe shall be the same as the joint restraint system for the pipe fittings, except as provided in item 4 below. 3. The joint restraint system for the pipe shall be boltless. 4. Where restrained joint fittings required on the plans cannot be furnished or where restrained jointed fittings are required in areas that are known to be subject to location adjustments, the Contractor may submit a lay plan showing mechanically jointed fit tings with wedge restraint glands for approval. Mechanically jointed pipe with wedge restraint glands shall not be substituted for restrained joint pipe. Wedge Restraint Glands Wedge restraint glands shall conform to AWWA C111, ASTM A 536-80 Grade 65-42-12. All bolts and wedges shall be ductile iron. Wedge shall be heat -treated to a minimum 370 BHN. Wedge restraint glands shall be rated for 350 psi for pipe 12 inch in diameter and smaller. Shackle Rod Joint Restraint System Where shown in the Plans, Specifications, Standard Plans or required by the Engineer, shackle rod joint restraint system shall be used. All shackle rod joint restraint materials used shall be those manufactured by Star National Products, 1323 Holly Avenue, PO Box 258, Columbus, Ohio 43216, unless an equal alternate is approved in writing by the Engineer. Shackle Rod Restraint System shall not be allowed as substitutes for restrained-joint pipes. Materials: Steel types used shall be: • High strength low-alloy steel (cor-ten), ASTM A242, heat-treated, superstar “SST” series. • High strength low-alloy steel (cor-ten), ASTM A242, superstar “SS” series. 213 Items to be galvanized are to meet the following requirements: • ASTM A153 for galvanizing iron and steel hardware. • ASTM A123 for galvanizing rolled, pressed and forged steel shapes. Joint restrainer system components: Tiebolt: ASTM A242, type 2, zinc plated or hot-dip galvanized. SST 7:5/8" for 2" and 3" mechanical joints, 3/4" for 4" to 12" mechanical joints, ASTM A325, type 3D, except tensile strength of full-body threaded section shall be increased to 40,000 lbs. minimum for 5/8" and 60,000 lbs. minimum for 3/4" by heat treating (quenching and tempering) to manufacturer’s reheat and hardness Specifications. SST 753: 3/4" for 14" to 24" mechanical joints. Same ASTM Specification as SST 7. SST 77: 3/4" same as SST 7, except 1" eye for 7/8" rod. Same ASTM Specification as SST 7. Tienut: Heavy hex nut for each tiebolt: SS8: 5/8" and 3/4", ASTM A563, grade C3, or zinc plated. S8: 5/8" and 3/4", ASTM A563, grade A, zinc plated or hot-dip galvanized. Tiecoupling: Used to extend continuous threaded rods and are provided with a center stop to aid installation, zinc plated or hot-dip galvanized. SS10: for 5/8" and 3/4" tierods, ASTM A563, grade C3. S10: for 5/8" and 3/4" tierods, ASTM A563, grade A. Tierod: Continuous threaded rod for cutting to desired lengths, zinc plated or hot -dip galvanized. SS12: 5/8" and 3/4" diameter, ASTM A242, type 2; ANSI B1.1. S12: 5/8" and 3/4" diameter, ASTM A36, A307. Tiewasher: Round flat washers, zinc plated or hot-dip galvanized. SS17: ASTM A242, F436. S17: ANSI B18.22.1. Installation: Install the joint restraint system in accordance with the manufacturer’s instructions so all joints are mechanically locked together to prevent joint separation. Tie -bolts shall be installed to pull against the mechanical joint body and not the mechanical joint follower. Torque nuts at 75-90 foot pounds for 3/4" nuts. Install tie-couplings with both rods threaded equal distance into tie-couplings. Arrange tie-rods symmetrically around the pipe. Pipe Diameter Number of 3/4" Tie Rods Required 4" 2 214 6" 2 8" 2 10" 4 12" 4 14" 6 16" 6 18" 8 20" 10 24" 12 Where a manufacturer’s mechanical joint valve or fitting is supplied with slots for “T” bolts instead of holes, a flanged valve with a flange by mechanical joint adapter shall be used instead, so as to provide adequate space for locating the tie -bolts. Where a continuous run of pipe is required to be restrained, no run of restrained pipe shall be greater than 60 feet in length between fittings. Insert long body solid sleeves as required on longer runs to keep tie-rod lengths to the 60 foot maximum. Pipe used in continuously restrained runs shall be mechanical joint pipe and tie-bolts shall be installed as rod guides at each joint. Where poly wrapping is required all tie-bolts, tie-nuts, tie-couplings, tie-rods, and tie- washers, shall be galvanized. All disturbed sections will be painted, to the Inspector’s satisfaction, with Koppers Bitomastic No. 300-m, or approved equal. Where poly wrapping is not required all tie-bolts, tie-nuts, tie-couplings, tie-rods and tiewashers may be galvanized as specified in the preceding paragraph or plain and painted in the entirety with Koppers Bitumastic No. 800-m, or approved equal. Tie-bolts, tie-nuts, tie-couplings, tie-rods, and tie-washers shall be considered incidental to installation of the pipe and no additional payment shall be made. 9-30.2(7) Bolted, Sleeve-Type Couplings for Plain End Pipe (September 30, 2025, Renton GSP) Section 9-30.2(7) is revised as follows: Transition couplings, reducing couplings, sleeves, flexible couplings for plain end pipe shall be compression type by pipe manufacturer: Romac or Ford or approved equal. Bolts and nuts shall be high strength, low alloy steel, corrosion resistant per AWWA C219. Stainless steel bolts require anti-seize compound. Heavy hex nuts shall be used. The long body pattern couplings shall have a minimum center ring or center sleeve length of 12 inches for pipe less than 12 inches in diameter, and a length equal to or greater than the pipe diameter for pipe 12 inches and larger. Solid sleeves for pipe greater than 12 inches in diameter shall have a minimum length of 15 inches. 215 9-30.3 Valves (September 30, 2025, Renton GSP) Section 9-30.3 is supplemented as follows: The valves shall be a standard pattern of a manufacturer whose products are approved by the Engineer and shall have the name or mark of the manufacturer, year valve casting was made, size and working pressure plainly cast in raised and legible letters on the valve body. All valves shall be NSF approved and valve bodies shall be ductile iron. All valves shall be stamped with “NSF APPROVED” and “DI”. When a valve is required to operate in a higher-pressure environment than the class of valve specified in Section 9-30.3, the class of valve shall be as specified in the Contract. All bolts on the body of the valves shall be stainless steel 9-30.3(1) Gate Valves (3 inches to 16 inches) (September 30, 2025, Renton GSP) Section 9-30.3(1) is supplemented as follows: All valve material shall be new and undamaged. Unless otherwise approved by the Engineer, the same manufacturer of each item shall be used throughout the work. All gate valves shall be ductile iron body, bronze mounted, resilient seat, non -rising stem, and shall be equipped with a standard two (2) inch square operating nut and O -ring stem seals. Valves shall open counterclockwise when viewed from above. Valves shall be designed for a minimum water operating pressure of 200 psi. All exterior valve body bolting shall be type 304 stainless steel and shall be provided with hexagonal heads, with dimension to conform with ANSI B18.2.1. Resilient seated gate valves shall be manufactured to meet or exceed the requirements of AWWA C509 and C515 latest revisions. Valve ends shall be mechanical joints, flanged joints or mechanical by flanged joints as shown on the project plans. All valves with mechanical-end(s) shall have wedge-type restrained follower glands. All gate valves shall include an 8" x 24" cast iron gate valve box and extensions, as required. A valve stem extension is required where the valve operating nut is more than 3 feet below finished grade. Valve stem extensions are to be a minimum of 1 foot with only one extension per valve and shall be installed in accordance to the City of Renton standard plans. Gate valves sizes 16 inches and less shall be manufactured by Clow, M & H/Kennedy, American Flow Control (ACIPCo), Pratt/Mueller, US Metroseal or approved equal. Approval of valves other than models specified shall be obtained prior to bid opening. 9-30.3(3) Butterfly Valves (September 30, 2025, Renton GSP) 216 Section 9-30.3(3) is supplemented as follows: The valve shall be short-body type and shall have flanged ends. Flanged ends shall be sized and drilled in conformance with ANSI B16.1 Class 125. Valve shall have a stem extension with AWWA 2-inch square operating nut and suitable valve box. All butterfl y valves bodies and discs shall be ductile iron. The butterfly valves shall be manufactured by Henry Pratt Company, Mueller, DeZurick, Mosser Valve Division of Olsen Technologies, Dresser 450, Pratt Groundhog or approved equal. 9-30.3(4) Valve Boxes (September 30, 2025, Renton GSP) Section 9-30.3(4) is revised as follows: Valve boxes shall be installed on all buried valves. The box and lid shall be cast iron, 2-piece slip type with cast iron extension as necessary, conforming to the City of Renton latest standard plans. The cover shall have the word “WATER” cast in it and shall have cast-iron “ears” installed in the direction of the main. Valve box extension pieces shall be provided for valves with groundcover in excess of the depth of the standard valve box. Acceptable manufacturers of valves boxes and covers are Olympic Foundry, Inc., EJCO, Rich (Vanrich Casting Corp.) 9-30.3(5) Valve Marker Posts (September 30, 2025, Renton GSP) Section 9-30.3(5) is revised as follows: Valve markers shall be Carsonite composite utility marker .375"x 6'-0" or approved equal with blue label "water”. The valve markers shall be installed in conformance with the City of Renton Standard Plans. 9-30.3(6) Valve Stem Extensions (September 30, 2025, Renton GSP) Section 9-30.3(6) is revised as follows: Valve stem extensions shall have AWWA 2-inch square operating nut and self-centering rockplate. A valve stem extension is required where the valve operating nut is more than 3 feet below finished grade. Valve stem extensions are to be a minimum of 1 foot with only one extension per valve and shall be installed in accordance with the City of Renton standard plans. 9-30.3(7) Combination Air Release/Air Vacuum Valves (September 30, 2025, Renton GSP) Section 9-30.3(7) is supplemented as follows: Combination air release/air vacuum valves shall comply with the requirements of ANSI/AWWA C512. Air and vacuum release valves shall be APCO No. 143C- Valve and Primer Corp, "Heavy- 217 Duty," combination air release valve, Val-Matic No. 201C, Crispin UL10 or approved equal. Installation shall be per the City of Renton Standard Plans, latest revision. Piping and fitting shall be copper or brass. Location of the air release valve as show on the plans is approximate. The installation shall be set at the actual high point of the line. 9-30.3(8) Tapping Sleeve and Valve Assembly (September 30, 2025, Renton GSP) Section 9-30.3(8) supplemented as follows: Tapping sleeves shall be cast iron, ductile iron, or epoxy coated steel. Bolt and nuts shall be Cor - Ten or stainless steel. 9-30.3(9) Blow-Off Assembly (September 30, 2025, Renton GSP) Section 9-30.3(9) is a new section: Installation of blow-off assembly shall be per the City of Renton Standard Plans, latest revision. Pipe and fittings shall be galvanized. Temporary blow-off assembly on new dead-end water main shall be installed at location shown on the plans. Temporary blow-off assemblies for testing and flushing of the new water mains will not be included under this item and shall be considered incidental to the contract. 9-30.5 Hydrants (September 30, 2025, Renton GSP) Section 9-30.5 is revised as follows: Fire hydrants shall conform to AWWA C502 and shall be of standard manufacture and of a pattern approved by the City of Renton. The name or mark of the manufacturer, size of the valve opening, and year made shall be plainly cast in raised letters on the hydrant barrel to be visible after the hydrant is installed. Hydrants of the following manufacture and pattern have been approved by the City of Renton. Clow Medallion, M&H 929, Mueller Super Centurion 250, Waterous Pacer, American Darling Model B-62B, Kennedy K81D Guardian, East Jordan WaterMaster 5CD250. 9-30.5(1) End Connections (September 30, 2025, Renton GSP) Section 9-30.5(1) is revised as follows: Hydrant end connections shall be mechanical joint connections unless otherwise specified in the description of the bid of proposal. 9-30.5(2) Hydrant Dimensions (September 30, 2025, Renton GSP) 218 Section 9-30.5(2) is revised as follows: Fire hydrants shall have a main valve opening with a minimum diameter of 5-1/4 inches, an O- ring stem seal, two 2-1/2-inch National Standard Thread (N.S.T.) hose nozzle connections, and one 4-inch pumper port connection with City of Seattle standard thread s. Each pumper port shall be equipped with a 4.875-inch Seattle thread by 5-inch Storz adapter, secured using a 1/8-inch stainless steel cable. The shoe connection, hydrant connection (inside pipe size), and auxiliary gate valve shall all be 6-inch mechanical joint with lugs. The operating nut and port cap nuts are 1-1/4-inch pentagonal. The hydrant curb stand section of the hydrant that is above ground including all exposed surfaces of the breakaway flange shall be painted with 2 field coats of paint, Kelly -Moore Luxlite or approved equal, in Safety Yellow color. Fire hydrants shall be installed per City of Renton Standard Details for fire hydrants, latest revisions. 9-30.5(4) Hydrant Restraints (September 30, 2025, Renton GSP) Section 9-30.5(4) is revised as follows: Hydrant restraint system shall be two 3/4-inch diameter Cor-Ten steel shackle rods with a poured in place concrete thrust block behind the hydrant shoe. If a wedge restraint system is used in lieu of shackle rods, mechanical joint pipe shall be used. Hydrants shall be provided with a breakaway flange assembly and be equipped with breaking devices at the sidewalk. If a restrained joint pipe system is used, it shall meet the requirements of Section 9 -30.2(6). 9-30.6 Water Service Connections (2 Inches and Smaller) 9-30.6(1) Saddles (September 30, 2025, Renton GSP) Section 9-30.6(1) is revised as follows: Saddles shall not be used on new ductile iron water main for water service connections 2- inches in diameter and smaller. 9-30.6(2) Corporation Stops (September 30, 2025, Renton GSP) Section 9-30.6(2) is revised as follows: Corporation stops shall be made of bronze or brass alloy. Corporation stops shall be for direct tapping only and shall have AWWA tapered thread inlet and outlet connection compatible with copper tubing. 9-30.6(3) Service Pipes 9-30.6(3)B Polyethylene Tubing (March 31, 2026, Renton GSP) 219 Section 9-30.6(3)B is deleted and replaced as follows: Polyethylene pipe or tubing shall not be used. 9-30.6(3)C PEX-a Tubing (March 31, 2026 Renton GSP) Section 9-30.6(3)C is deleted and replaced as follows: PEX-a tubing shall not be used. 9-30.6(4) Service Fittings (September 30, 2025, Renton GSP) Section 9-30.6(4) has been revised as follows: Fittings used for copper tubing shall be compression type with gripper ring. 9-30.6(5) Meter Setters (September 30, 2025, Renton GSP) Section 9-30.6(5) has been supplemented as follows: Meter setters shall be installed per the City of Renton Standard Plans, latest revision. 9-30.6(7) Meter Boxes (September 30, 2025, Renton GSP) Section 9-30.6(7) has been supplemented as follows: Meter boxes shall be installed per the City of Renton Standard Plans, latest revision. 220 DIVISION 10 MEASUREMENT AND PAYMENT SCHEDULE 10-01 Payment Schedule (December 31, 2025, Renton GSP) Section 10-01 is a new section: This section contains the Measurement and Payment Schedule for Bid Items in this Project Proposal. GENERAL 10-01.1 Scope (March 31, 2026, Renton GSP) Section 10-01.1 is a new section: A. Payment for the various items of the bid sheets, as further specified herein, shall include all compensation to be received by the Contractor for furnishing all tools, equipment, supplies, and manufactured articles, and for all labor, operations, and incidentals appurtenant to the items of Work being described, as necessary to complete the various items of the Work all in accordance with the requirements of the Contract Documents, including all appurtenances thereto, and including all costs of compliance wi th the regulations of public agencies having jurisdiction, including Safety and Health Administration of the U.S. Department of Labor (OSHA). No separate payment will be made for any item that is not specifically set forth in the Bid Schedules, and all co sts therefore shall be included in the prices named in the Bid Schedules for the various appurtenant items of Work described in these Special Provisions and shown on the Plans. B. The Contracting Agency shall not pay for material quantities, which exceed the actual measured amount used and approved by the Engineer. C. It is the intention of these Specifications that the performance of all Work under the bid for each item shall result in the complete construction, in an accepted operating condition, of each item. D. Work and material not specifically listed in the proposal but required in the Plans, Specifications, and general construction practice, shall be included in the bid price. No separate payment will be made for these incidental items. 221 10-01.2 Bid Items (CC, PSP) Section 10-01.2 is a new section: This section describes the bid items. Measurement and Payment, where described in a bid item, shall supersede Measurement and Payment listed in other sections of the Special Provisions and Standard Specifications. Bid items listed below are included in Schedules A, B, and C. In no case shall any bid item that is installed be considered as part of more than one schedule. Schedule A: General work associated with the project, but not specific to any single utility. This Schedule falls under State Sales Tax Rule 170 (see section 1-07.2(2)) and state retail sales taxes shall not be included in bid items prices. Rather, the Contractor shall collect retail sales tax on the full contract amount. Schedule B: Work Associated with the Sewer pipes, manholes, side sewers, sidewalk and curb and gutter restoration for sewer work, and required asphalt restoration. This Schedule falls under State Sales Tax Rule 170 (see section 1-07.2(2)) and state retail sales taxes shall not be included in bid items prices. Rather, the Contractor shall collect retail sales tax on the full contract amount. Schedule C: Work Associated with the Storm pipes, manholes, lateral connections, cleanouts, sidewalk and curb and gutter restoration, required asphalt restoration. This Schedule falls under State Sales Tax Rule 171 (see section 1-07.2(1)) and state retail sales taxes shall be included in bid items prices. 222 10-01.2(A) Schedule A Bid Items – General Bid Item A1 – Mobilization & Demobilization – Lump Sum Measurement for “Mobilization & Demobilization” will be lump sum. Payment for “Mobilization and Demobilization” will be made as follows: When 5 percent of the total original Contract amount is earned from other Contract items, excluding amounts paid for materials on hand, 50 percent of the amount Bid for mobilization, or 5 percent of the total original Contract amount, whichever is the leas t, will be paid. When 10 percent of the total original Contract amount is earned from other Contract items, excluding amounts paid for materials on hand, 80 percent of the amount Bid for “Mobilization & Demobilization” will be paid. Payment for the remaining 20% will be made upon completion and final clean -up of the construction site. Such payment will be complete compensation for all mobilization of employees, equipment and materials, Mobilization and Project Work Plans, preparation of all necessary submittals, bonds, insurance, site improvements, permits, clean-up, , and other plans/submittals not specifically covered in bid items, etc. all in conformance with the Contract Documents. This bid item may not be more than ten percent (10%) of the total amount of Bid for the schedule. Bid Item A2 – Temporary Traffic Control – Lump Sum Measurement for “Temporary Traffic Control” will be per the lump sum bid price and shall be based on the percentage of total Work complete, at the time of measurement in conformance with the Contract Documents. Payment for “Temporary Traffic Control” will be made at the measured percentage amount for the pay period times the lump sum bid amount. Payment will be complete compensation for preparing and submitting a traffic control plan and pedestrian handling plan as well as all labor, tools, materials, equipment used in accordance with the approved Traffic Control Plan and pedestrian handling plan that is not included in other bid items. The Lump Sum contract price shall be full pay for all costs for performing the work described in Section 2-04 and in the Traffic Control Information. Payment shall include but not be limited to providing for public convenience and safety, flaggers, traffic control supervisor, construction signs, uniformed officer per section 2-04.3(4)B (if -required to direct traffic), detours, barricades, sequential arrow boards, a minimum of two Portable Changeable Message Signs, traffic control devices, truck-mounted attenuator, temporary striping, cleanup, etc. required to complete this item of Work in conformance with the Contract Documents and the Manual on Uniform Traffic Control Devices (MUTCD) and as directed by the Engineer and by the City’s Transportation Department. Also, included in the contract price is the cost to furnish traffic control se rvices and equipment for construction surveying, staking, and as-built plans.All adjustments to the Traffic Control Plan are considered incidental, and no additional payment will be made for adjustments. Bid Item A3 – Apprentice Utilization Incentive/Penalty– Calculated Measurement and payment shall be per section 1-07.9(3). 223 10-01.2(B) Schedule B & C Bid Items – Wastewater & Stormwater Bid Items B1 & C1 – Pre-Installation Cleaning and Inspection – Linear Foot Measurement for “Pre-Installation Cleaning and Inspection” shall be based on the linear feet of pipe inspected and cleaned measured horizontally over the centerline of the pipe. Payment for “Pre-Installation Cleaning and Inspection” shall be full compensation for all labor, materials, equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: a. Bypass pumping, per section 7-21.3(1)A (if needed), b. Cleaning the pipe, c. Root cutting and removal of obstructions, d. Collection, removal and disposal of debris and waste material, e. Water for cleaning operations and all associated water handling, f. CCTV inspection in a PACP compatible format and provision of the CCTV record on an external HDD to the Engineer. Bid Items B2 – Deep Clean of Lateral – Each Measurement for “Deep Clean of Lateral” shall be based on each lateral that requires deep cleaning prior to placement of Top Hat, as approved by engineer. Payment for “Deep Clean of Lateral” shall be full compensation for all labor, materials, equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: a. Bypass pumping, per section 7-21.3(1)A (if needed), b. High -pressure hydro jetting suitable for heavy cleaning, c. Mechanical root cutting and removal of obstructions, d. Collection, removal and disposal of debris and waste material, e. Water for cleaning operations and all associated water handling, f. CCTV inspection in a PACP compatible format and provision of the CCTV record on an external HDD to the Engineer. Bid Item B3 – Furnish and Install Short-Range (1–2 Foot) Lateral Seal – Each Measurement for “Furnish and Install Short-Range (1–2 Foot) Lateral Seal” shall be based on the number of top hat liners installed, measured per each. Payment for “Furnish and Install Short-Range (1–2 Foot) Lateral Seal” shall be full compensation for all labor, materials, equipment required to complete the work specified in the contract documents, per section 7-21, and shall include but not be limited to the following: a. Bypass pumping, per section 7-21.3(1)A (if needed), b. Equipment and tools required to confirm size, location, and suitability of each service connection to be lined, c. Water for cleaning operations and all associated water handling, d. Light Cleaning or touch up to ensure proper adhesion, 224 g. Furnishing and installing the Lateral Seal of the necessary size and configuration, including resin, curing, and all installation accessories, h. Collection, removal and disposal of debris and waste material, Bid Item B4 – Furnish and Install 6” Cured-in-Place Pipe – Linear Foot Measurement for “Furnish and Install 6” Cured-in-Place Pipe” shall be based on linear footage measured horizontally over the centerline of the installed pipe. Payment for “Furnish and Install 6” Cured-in-Place Pipe” shall be full compensation for all labor, materials, equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: a) Bypass pumping, per section 7-21.3(1)A (if needed), b) Equipment and tools need to confirm size and suitability for lining of each sewer pipe as shown in the contract documents, c) Water for cleaning operations and all associated water handling, d) Furnishing and installing the CIPP of the necessary size, e) Collection, removal and disposal of debris and waste material, Bid Item B5 – Furnish and Install 8” Cured-in-Place Pipe – Linear Foot Measurement for “Furnish and Install 8” Cured-in-Place Pipe” shall be based on linear footage measured horizontally over the centerline of the installed pipe. Payment for “Furnish and Install 8” Cured-in-Place Pipe” shall be full compensation for all labor, materials, equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: a) Bypass pumping, per section 7-21.3(1)A (if needed), b) Equipment and tools need to confirm size and suitability for lining of each sewer pipe as shown in the contract documents, c) Water for cleaning operations and all associated water handling, d) Furnishing and installing the CIPP of the size necessary, e) Collection, removal and disposal of debris and waste material, Bid Item B6 – Furnish and Install 10” Cured-in-Place Pipe – Linear Foot Measurement for “Furnish and Install 10” Cured-in-Place Pipe” shall be based on linear footage measured horizontally over the centerline of the installed pipe. Payment for “Furnish and Install 10” Cured-in-Place Pipe” shall be full compensation for all labor, materials, equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: a) Bypass pumping, per section 7-21.3(1)A (if needed), b) Equipment and tools need to confirm size and suitability for lining of each sewer pipe as shown in the contract documents, c) Water for cleaning operations and all associated water handling, d) Furnishing and installing the CIPP of the size necessary, e) Collection, removal and disposal of debris and waste material, 225 Bid Item C2 – Furnish and Install 12” Cured-in-Place Pipe – Linear Foot Measurement for “Furnish and Install 12” Cured-in-Place Pipe” shall be based on linear footage measured horizontally over the centerline of the installed pipe. Payment for “Furnish and Install 12” Cured-in-Place Pipe” shall be full compensation for all labor, materials, equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: a) Bypass pumping, per section 7-21.3(1)A (if needed), b) Equipment and tools need to confirm size and suitability for lining of each sewer pipe as shown in the contract documents, c) Water for cleaning operations and all associated water handling, d) Furnishing and installing the CIPP of the size necessary, e) Collection, removal and disposal of debris and waste material, Bid Item B7 & C3 – Furnish and Install 15” Cured-in-Place Pipe – Linear Foot Measurement for “Furnish and Install 15” Cured-in-Place Pipe” shall be based on linear footage measured horizontally over the centerline of the installed pipe. Payment for “Furnish and Install 15” Cured-in-Place Pipe” shall be full compensation for all labor, materials, equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: a) Bypass pumping, per section 7-21.3(1)A (if needed), b) Equipment and tools need to confirm size and suitability for lining of each sewer pipe as shown in the contract documents, c) Water for cleaning operations and all associated water handling, d) Furnishing and installing the CIPP of the size necessary, e) Collection, removal and disposal of debris and waste material, Bid Item C4 – Furnish and Install 24” Cured-in-Place Pipe – Linear Foot Measurement for “Furnish and Install 24” Cured-in-Place Pipe” shall be based on linear footage measured horizontally over the centerline of the installed pipe. Payment for “Furnish and Install 24” Cured-in-Place Pipe” shall be full compensation for all labor, materials, equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: a) Bypass pumping, per section 7-21.3(1)A (if needed), b) Equipment and tools need to confirm size and suitability for lining of each sewer pipe as shown in the contract documents, c) Water for cleaning operations and all associated water handling, d) Furnishing and installing the CIPP of the size necessary, 226 e) Collection, removal and disposal of debris and waste material, Bid Item B8 & C5 – Lateral Reinstatement – Each Measurement for “Lateral Reinstatement” shall be based on per each side sewer connection reinstated and approved. Payment for “Lateral Reinstatement” shall be full compensation for all labor, materials, equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: a) Bypass pumping, per section 7-21.3(1)A (if needed), b) All labor, equipment, materials, supplies, and tools need to reinstate each lateral, c) Water for cleaning operations and all associated water handling, d) Collection, removal and disposal of debris and waste material, e) Cleaning the pipe. Bid Item B9 & C6– Trim Intruding Laterals – Each Measurement for “Trim Intruding Laterals” will be per each for each protruding lateral trimmed in conformance with the Contract Documents 7-21.3(1) E. Payment for “Trim Intruding Laterals” shall be full compensation for all labor, materials, and equipment required to trim each protruding tap such that the protrusion is eliminated prior to installation of the proposed cured-in-place-pipe and shall include but not be limited to the following: a) Bypass pumping, per section 7-21.3(1)A (if needed), b) Cleaning the pipe, c) Water for cleaning operations and all associated water handling, d) Repair of tee or main if damaged as determined by the engineer, e) Post CCTV inspection of the trimmed tap in a PACP-compatible format and provision of the CCTV record on an external HDD to the Engineer. f) Collection, removal and disposal of debris and waste material, Bid Item B10 & C7 – Point Repair – Each Measurement for “Point Repair” will be per each for each point repair in conformance with the Contract Documents Section 7-21.3(1) C. Payment for “Point Repair” shall be full compensation for all labor, materials, equipment required to make point repair prior to installation of the proposed cured -in-place-pipe and shall include but not be limited to the following: a) Bypass sewer pumping (if necessary), b) Cleaning the pipe, c) Water for cleaning operations and all associated water handling, d) Repair of main if damaged as determined by the engineer 227 e) Post CCTV inspection of the Point Repair in a PACP-compatible format and provision of the CCTV record on an external HDD to the Engineer. Payment for this item will be if a point repair is required to facilitate CIPP lining. If no point repair is required to facilitate lining, the final payment for this item will be $0 (zero). Bid Item B11 & C8 – Post Installation Inspection – Linear Foot Measurement for “Post-Installation Inspection” shall be based on the linear feet of cured-in- place pipe inspected measured horizontally over the centerline of the pipe. Payment for “Post-Installation Inspection” shall be full compensation for all labor, materials, equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: a) Bypass sewer pumping (if needed), b) Cleaning the pipe, c) Water for cleaning operations and all associated water handling, d) CCTV inspection of the CIPP rehabilitated sewer and side sewer connections, e) Delivery of the CCTV inspections entirely in a PACP compatible format data base on an External HDD to the Engineer. Bid Item B12 & C9 – CIPP Performance Testing and Analysis – Each Measurement for “CIPP Performance Testing and Analysis” will be per each verified passing test result performed in accordance with the Contract Documents and Section 7-22.2(4). No measurement or payment will be made for tests with failing results, or for any subsequent re - sampling or re-testing required to demonstrate compliance with the specifications. Payment for “CIPP Performance Testing and Analysis” shall be full compensation for all labor, materials, and equipment to perform post-installation testing of the CIPP liner, including but not limited to: a) Procuring laboratory testing of samples for flexural strength, flexural modulus, and thickness as required by Section 7-22.2(4), b) Providing certified test reports in accordance with the applicable ASTM standards, c) Collecting and submitting samples to an approved third-party laboratory and furnishing test results to the City. Bid Item B13 & C10 – Minor Changes – Estimated For the purpose of providing a common proposal for all bidders, the Contracting Agency has entered an amount for Minor Change in the Proposal to become a part of the total bid by the Contractor. At the discretion of the Contracting Agency, all or part of this estimated amount may be used in lieu of the more formal procedure as outlined in Section 1-04.4 of the Standard Specifications. The unit contract price for Minor Changes is given in the Schedule of Prices and shall not be changed by the bidder. All work and payment under this item will be authorized in writing by the Engineer. Payment will be determined in accordance with Section 1-09.4 of the Standard Specifications. 228 Payment for this item will be only for the changes and amounts approved by the City. If no changes are authorized under this bid item final payment for this item will be $0 (zero). City of Renton Public Works Department Contract Documents for 2026 City Center CIPP Project CAG-26-124 ______________________________________________________________________________ Appendix A. Additional Project Requirements Appendix A – Additional Project Requirements 2026 CITY CENTER CIPP PROJECT CIPP REHABILITATION It is the intent of the project to leave the CIPP liners in as many manhole channels as possible. Wastewater manholes that a lined-through during a shot covering multiple mains, shall have tops of the liner removed in the mid-run manhole(s). All existing channels will need to be clear and capable of flowing. CONSTRUCTION NOTES 1. There is no designated “construction staging” area for this project. It is the contractor’s responsibility to arrange for one if the contractor requires one for the project. 2. Boeing access/badging and scheduling, required for install of GM015377 and GM01538, will need to be fully coordinated with Russell Martin, who can be reached at (208)-312-2330 or emailed at Russel.A.martin2@boeing.com 3. Access to field and scheduling for work, for GM01535 and GM01536, will need to be fully coordinated with Mary Mcgee, who can be reached at (425)-204-4400 and emailed at Mary.mcgee@rentonschools.us.