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HomeMy WebLinkAboutContract Award Date: CAG-21-001 Awarded to: Award Amount: Construction of: Renton Downtown Utility Improvement Project PROJECT NO. SWP-27-03949, WTR-27-03949, WWP-27-03949 Fall 2020 City of Renton 1055 South Grady Way Renton, WA 98057 Project Manager: Michael Benoit (425) 430-7206 mbenoit@rentonwa.gov Bidding Requirements, City of Renton Forms, Contract Forms, Conditions of the Contract, Plans and Specifications 01_COVER 3949 new TTT signature.docx CITY OF RENTON RENTON, WASHINGTON CONTRACT DOCUMENTS for the Renton Downtown Utility Improvement Project PROJECT NO. SWP-27-03949, WTR-27-03949, WWP-27-03949 Fall 2020 BIDDING REQUIREMENTS CONTRACT FORMS CONDITIONS OF THE CONTRACT SPECIFICATIONS PLANS 11/12/2020 EeZptvtg’Vad-th.Novttwe4tJanuary28,2021MichaelBenoitCityofRenton1055SouthGradyWayRenton.WA98057Re:ContactList2101-:RentonDowntownUtilityImprovementProjectSerialLetterDearMichael:PleaseseebelowfortheSCIInfrastructure,LLC,ListofContactsontheproject:ResponsibleOfficerProjectManagerProjectEngineerJobForemanBillingMarkScoccolo,SteveRaudenbush,DavidBaus,JakeRaudenbush,JenniferScoccolo,206-730-5289,mark.scocco1o@scibuilds.com206-747-0904,steve.raudenbush@scibui1ds.com206-369-3905,david.baus@scibuilds.com206-617-2106,jake.raudenbushscibuilds.com206-242-0633,jennifer.scoccoloscibui1ds.comBondingAgentSincerely,I-Ientschell&Associates,BradRoberts,253-272-1151,bradr@hentsche11.comContractManager2821S154thStreet,SeaTac,WA98188,P206-242-0633/F206-242-0792,SCIINL*993iA 02_CONT 3949.docx\ Renton Downtown Utility Improvement Project SWP-27-03949, WTR-27-03949, WWP-27-03949 CONTRACT DOCUMENT TABLE OF CONTENTS Summary of Fair Practices Policy Summary of Americans with Disability Act Policy Scope of Work Vicinity Map Instructions to Bidders Call for Bids * Proposal & Combined Affidavit & Certificate Form: Non-Collusion Anti-Trust Claims Minimum Wage Form * Department of Labor and Industries Certificate of Registration * Bid Bond Form * Schedule of Prices * Certificate of Compliance with Wage Payment Statutes ** Subcontractors List  Bond to the City of Renton  Fair Practices Policy Affidavit of Compliance  Contract Agreement (Contracts other than Federal - Aid FHWA) Prevailing Minimum Hourly Wage Rates Special Provisions Standard Plans Appendices 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 with Bid or within deadline(s) described in form (1 Hr, 48 Hr, etc.)  Submit at Notice of Award CITY OF RENTON Public Works Department 1055 South Grady Way Renton, Washington 98057 04_SCOPE 3949 new.docx\ CITY OF RENTON Renton Downtown Utility Improvement Project SWP-27-03949, WTR-27-03949, WWP-27-03949 SCOPE OF WORK 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:  Installation of approximately 6,300 linear feet of 8-inch, 12-inch, 15-inch, 18-inch, 24-inch, and 36-inch diameter storm drain pipe, 116 Type 1 and Type 2 catch basins, and one box culvert access structure.  Installation of approximately 6,800 linear feet of 8-inch, 12-inch, 18-inch and 24-inch sewer main, 800 linear feet of side sewer pipe, 37 manholes, 2,000 linear feet of 8-inch and 12-inch CIPP, two connections to the King County Eastside Interceptor, and one box culvert crossing support structure.  Installation of approximately 3,500 linear feet of 12-inch diameter class 52 cement-lined ductile iron water pipe with poly-wrap, including thrust blocks and fittings, 33 valves, 11 fire hydrant assemblies, corrosion protection, 80 feet of casing pipe for SPU crossings, and 17 water service connections of various sizes.  Testing, poly-pigging, disinfecting and flushing of water mains and CCTV inspection of storm drain and sewer mains.  Trench excavation, including removal of existing unsuitable material, removal and abandonment of existing utilities, disposal of excavated material, shoring, and dewatering.  Maintenance of existing utilities, including the structural support of large diameter water transmission mains and critical fiber optic cables  Removal and replacement of asphalt concrete pavement, asphalt overlay, concrete curbs, gutters, driveways, and 9 curb ramps associated with the installation of utilities.  Installing and maintaining adequate TESC measures and restoring all disturbed areas.  Temporary traffic control measures in accordance with the contract documents and applicable City of Renton and MUTCD standards. 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. A total of 500 working days will be allowed for the completion of this project. INSTRUCTIONS TO BIDDERS 1. Sealed bids for this proposal will be received by the City of Renton at the office of the Renton City Clerk, Renton City Hall, until the time and date specified in the Call for Bids. No mailed, Fedex, or UPS delivered bids will be accepted. The bids will be publicly opened and read via Zoom video conference 60 minutes after bid closing, after which the bids will be considered and the award made as early as practicable. No proposal may be changed or withdrawn 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 by the close of the business day that is five (5) business days preceding the bid opening. Written addenda to clarify questions that arise may then be issued. If a bidder has any questions reguarding the project, the bidder may : Submit questions via e-mail to mbenoit@rentonwa.gov. The bidder shall include " Bid Question - Downtown Utility Improvement Project” in the subject line. 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 advantageous to the city 4. Plans, specifications, addenda, and plan holders list for this project are available on-line through Builders Exchange of Washington, Inc., at http://www/bxwa.com. Click on “bxwa.com”; “Posted Projects”; “Public Works”, “City of Renton”, “Projects Bidding”. (Note: Bidders are encouraged to “Register as a Bidder,” in order to receive automatic email notification of future addenda and to be placed on the “Bidders List.” 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. 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 items of all schedules set forth in theSchedule of Prices to be considered responsive for award. The total price of all schedules will be used to determine the successful low responsive bidder. All bids must be self-explanatory. Partial bids will not be accepted. No opportunity will be offered for oral explanation except as the City may request.The City 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. The 06_INSTR 3949.docx Revised: August 2011 bidder shall, upon request, furnish information to the City as to his financial and practical ability to satisfactorily perform the work. The right is reserved to reject any and/or all bids and to waive informalities if it is deemed advantageous to the City. 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 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 the successful bidder fail to, or refuse to enter into a contract for the project, the check or bid bond shall be forfeited to the City of Renton as liquidated damage. 9. Payment for this work will be made by check or direct deposit. 10. The contractor shall obtain such construction insurance (e.g. fire and extended coverage, worker's compensation, public liability, and property damage as identified within the Special Provisions, Specification Section 1-07.18 “Public Liability and Property Damage Insurance”. 11. Prior to the start of construction, the contractor shall provide the City of Renton with a detailed bar- chart type construction schedule for the project. 12. Before starting work under this contract, the Contractor is required to supply information to the City of Renton on all chemical hazards that the Contractor is bringing into the work place. 13. Payment of retainage shall be done in accordance with Section 1-09.9(1) "Retainage”. 14. 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 therefor shall require adequate safety systems for the trench excavation that meets 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. 15. Payment of Prevailing Wages 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. The most recent issue of the prevailing wage rates is included within these specifications under section titled “Prevailing Minimum Hourly Wage Rates”. 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. 06_INSTR 3949.docx Revised: August 2011 16. 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. 17. 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. WSDOT/APWA "2020 Standard Specifications for Road, Bridge and Municipal Construction" and "Division 1 APWA Supplement" hereinafter referred to by the abbreviated title "Standard Specifications." 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. All references to measurement and payment in the WSDOT/APWA standards shall be deleted and the measurement and payment provisions of Section 1-09.14, Measurement and Payment (added herein) shall govern. 18. A geotechnical engineering evaluation report has been completed based on subsurface explorations in the project area and is available for information purposes only. A copy may be obtained on-line through Builders Echange of Washington, Inc., at http://www.bxwa.com. Click on “bxwa.com”; “Posted Projects”, “Public Works”, “City of Renton”, “Projects Bidding”. The Bidders shall familiarize themselves with the project site and existing subsurface conditions as needed to submit their bid. Upon approval of the City and the acquisition of any required permits, 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. 19. 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. The forms included in these bid documents must be used, no substitutes will be accepted.  As part of your bid, have you submittedall documents marked in the “Contract Document Table of Contents” as “Submit with Bid”?  Has the 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? 06_INSTR 3949.docx Revised: August 2011  Sales Tax for this project is bid at 10.1% (rate starting January 2021)  Have you bid on ALL ITEMS and ALL SCHEDULES?  Have you submitted the Subcontractors List (If required)?  Have you reviewed the Prevailing Wage Requirements?  Have you certified receipt of addenda if any have been issued?  Have you submitted the Department of Labor and Industries Certificate of Registration form? CAG-21-001 CITY OF RENTON CALL FOR BIDS Renton Downtown Utility Improvement Project SWP-27-03949, WTR-27-03949, WWP-27-03949 Sealed bids will be received until 2:00 p.m., Thursday, December 17, 2020, at the lobby of Renton City Hall, 1055 South Grady Way, Renton WA 98057. Sealed bids will be opened and publicly read via the Zoom video-conferencing web application at 3:00 p.m., Thursday, December 17, 2020 (60 minutes after published bid submittal time). Any bids received after the published bid submittal time cannot be considered and will not be accepted.  Please include bidder’s name, address and the name of the project on the envelope.  The bid opening meeting can be accessed via videoconference by:  Clicking this link to join the Zoom meeting: https://us02web.zoom.us/j/81773693245?pwd=L1hGYlowbnlybWt3dDZaWTFZcFN1UT09  Using the Zoom app: Meeting ID: 817 7369 3245; Password: 378235;  Via telephone by dialing: 253-215-8782, 81773693245#,,,,,,0#,,,, 738235#  Zoom is free to use and is available at https://zoom.us/. The work to be performed within 500 working days from the date of commencement under this contract shall include, but not be limited to:  Installation of approximately 6,300 linear feet of 8-inch, 12-inch, 15-inch, 18-inch, 24-inch, and 36-inch diameter storm drain pipe, 116 Type 1 and Type 2 catch basins, and one box culvert access structure.  Installation of approximately 6,800 linear feet of 8-inch, 12-inch, 18-inch and 24-inch sewer main, 800 linear feet of side sewer pipe, 37 manholes, 2,000 linear feet of 8-inch and 12-inch CIPP, two connections to the King County Eastside Interceptor, and one box culvert crossing support structure.  Installation of approximately 3,500 linear feet of 12-inch diameter class 52 cement-lined ductile iron water pipe with poly-wrap, including thrust blocks and fittings, 33 valves, 11 fire hydrant assemblies, corrosion protection, 80 feet of casing pipe for SPU crossings, and 17 water service connections of various sizes.  Testing, poly-pigging, disinfecting and flushing of water mains and CCTV inspection of storm drain and sewer mains.  Trench excavation, including removal of existing unsuitable material, removal and abandonment of existing utilities, disposal of excavated material, shoring, and dewatering.  Maintenance of existing utilities, including the structural support of large diameter water transmission mains and critical fiber optic cables  Removal and replacement of asphalt concrete pavement, asphalt overlay, concrete curbs, gutters, driveways, and 9 curb ramps associated with the installation of utilities.  Installing and maintaining adequate TESC measures and restoring all disturbed areas.  Temporary traffic control measures in accordance with the contract documents and applicable City of Renton and MUTCD standards. CFB Ad - DUIP.docx\ 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 November 23, 2020. Plans, 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 will also be available at http://rentonwa.gov/bids/ under “Calls for Bids”. Should you require further assistance, contact Builder Exchange of Washington at (425) 258 - 1303. Bidders are not to contact the City of Renton or the Engineer to obtain bidding documents. The City of Renton in accordance with Title VI of the Civil Rights Act of 1964, 78 Stat. 252, 42 U.S.C. 2000d to 2000d-4 and Title 49, Code of Federal Regulations, Department of Transportation, Subtitle A, Office of the Secretary, Part 21, Nondiscrimination in Federally- Assisted programs of the Department of Transportation issued pursuant to such Act, hereby notifies all bidders that it will affirmatively ensure that in any contract entered into pursuant to this advertisement, disadvantaged business enterprises as defined at 49 CFR Part 26 will be afforded full opportunity to submit bids in response to this invitation and will not be discriminated against on the grounds of race, color, national origin, or sex in consideration for an award. Women and Minority Business Enterprises (WMBE) are encouraged to bid. Questions about the project shall be addressed to: Michael Benoit, Public Works Department, at 425-430-7206 or mbenoit@rentonwa.gov . A certified check or bid bond in the amount of five percent (5%) of the total of each bid must accompany each bid. The City's Fair Practices, Non-Discrimination, and Americans with Disability Act Policies shall apply. Jason A. Seth, MMC, City Clerk Published: Daily Journal of Commerce November 23, 2020 Daily Journal of Commerce November 30, 2020 Daily Journal of Commerce December 7, 2020 Renton Downtown Utility Improvement Project SWP-27-03949, WTR-27-03949, WWP-27-03949 Proposal & Combined Affidavit & Certificate Form 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 addition, 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 MINIMUMWAGEAFFIDAVITFORMI,theundersigned,havingbeendulysworn,deposed,sayandcertifythatinconnectionwiththeperformanceoftheworkofthisproject,Iwillpayeachclassificationoflaborer,workman,ormechanicemployedintheperformanceofsuchwork;notlessthantheprevailingrateofwageornotlessthantheminimumrateofwagesasspecifiedintheprincipalcontract.Ihavereadtheaboveandforegoingstatementsandcertificate,knowthecontentsthereofandthesubstanceassetforththereinistruetomyknowledgeandbelief.FOR:PROPOSAL,NONCOLLUSIONAFFIDAVIT,ASSIGNMENTOFANTI-TRUSTCLAIMSTOPURCHASERANDMINIMUMWAGEAFFIDAVITSC!INFRASTRUCTURE,LLCNameofBidder’sFirmSignatureofAuthorizedRepresentativeofBidder*:___________________________________PrintedName:1-StC€øvO____________________Address:1.-2-I‘47ContactName(pleaseprint):1rX-.StC-OL-t’Phone:________________________________________*Theabovesignaturemustbenotarizedusingtheapplicablenotarylanguagefoundonpages3and4.IfbusinessisaCORPORATION,pleasecompletethissection:NameofPresidentofCorporation______________________________________________NameofSecretaryofCorporationCorporationOrganizedunderthelawsofWithMainOfficeinStateofWashingtonat____________________________________________IfbusinessisaPARTNERSHIPorLIMITEDLIABILITYCOMPANY,pleasecompletethissection:Name:Title(Partner,Member,Manager):co-CPLo?pcctz-tcScoLoTitle:1-if4J7Wr%-S1krA&‘fEmail:fpthIr.SCCOO£scAiieAs.corfl08_COMBINEDPROPandTRIPLEFORM3949.docx 08_COMBINED PROP and TRIPLE FORM 3949.docx 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 sea led 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-Page4of4PARTNERSHIPFORMSTATEOFWASHINGTON55Countyof_____________Onthis_______dayof______________beforemepersonallyappeared___________________tomeknowntobeaGeneralPartnerofthepartnershipknownas_________________________thatexecutedtheforegoinginstrument,andacknowledgedsaidinstrumenttobethefreeandvoluntaryactanddeedofsaidpartnership,fortheusesandpurposesthereinmentioned,andonoathstatedthat__________(he/she/they)areauthorizedtoexecutesaidinstrument.GIVENundermyhandandofficialsealthedayandyearlastabovewritten.(SEAL)_____________________________________________NotaryPublicinandfortheStateofWashington,residingat__________________PrintName:___________________________Mycommissionexpires:_________________UMITEDLIABILITYCOMPANY(LLC)FORMSTATEOFWASHINGTONCountyof__________Onthis_______dayoft’),cz_,2O1beforemepersonallyappearedH,’c-iScL.ctomeknowntobeaManagingMemberoftheLimitedLiabilityCompanyknownasSCIINFflASTRUCTURELLQndthathe/she/theyexecutedtheforegoinginstrument,andacknowledgedsaidinstrumenttobethefreeandvoluntaryactanddeedofsaidLimitedLiabilityCompany,fortheusesandpurposesthereinmentioned,andonoathstatedthat(he/she/they)areauthorizedtoexecutesaidinstrument.GIVENundermyhandandofficialsealthedayandyeaçsabovewritten.(SEAL)_______________________________NotaryPublicinandfortheStateofWashington,residingat.-‘cPrintName:S\rO,Mycommissionexpires:Z-iZ.5jIZ308_COMBINEDPROPandTRIPLEFORM3949.Uocx DepartmentofLaborandIndustriesCertificateofRegistrationNameonRegistration:SdINFflASTRUCTURF,[LCRegistrationNumber:0b9(4—p0/J3]AExpirationDate:O—042..()Z-lNote:Acopyofthecertificatewillberequestedaspartofcontractexecutionwhenprojectisawarded.09L&IREGISTRATIONS-3949.docx\ 12/10/2020SdINFRASTRUCTURELLCDepartment0!Labor&IrduStt:esCertificateofWorkersCompensationCoverageDeCember0,2020WADelNA602054857L&IA000unIlD881400LegABUO,tSNflSdINFRASTRUCTUREICDoingOcAeessAsSC!INFRASTSUCThRELCDWorkerdCompPoniumStatus.AccountiscameO.EstimatedWorkersReCantedQuarter30!Taco2020“70to100Worhen’(500DomerpsocOelmclAedouctRemeserTabooEnrployerSeouvatHApCan,(940)942-4817LeanedCaYjad007VetCanoeNo.SCIIUL093JALanteEaortubotn0404i2022WhatdoesErr,matedWorkersReported’mean?Estimatedoerketareportedteptesenlshenumber0!lulllimepositionrequitingatleast480hoursolworkpercalendarquaoet.ASingle480hourpositiormaybetilledbyoneperson.orseveralparttimeworkers.IndustrialInsuranceInformationEmployer,reportandpayptemiumeeachquarterbasedonhoursofemployeeworkAreadyperformed,andareliablefaroremiumefoundlaterlobedue,Industriallnsuroroeaccountsbaa.nopolicyperiods,Oancellal,ondales.Ilmitotloesen000erageorwaloerolsubrogalien(SeePEW—.1‘090and71161001.1/1 —ProposalBidBondKNOWALLMENBYTHESEPRESENTS,Thatwe,[Contractor]SCIInfrastructure,LLC____________________of[address]2821S.154thSt.,Sealac,WA98188asPrincipal,and[Surety]NorthAmericanSpecialtyInsuranceCompanyacorporationdulyorganlzedunderthelawsoftheStateofNewHampshireandauthorizedtodobusinessintheStateofWashington,asSurety,areheldandfirmlybounduntotheCityofRentoninthesumoffive(5)percentofthetotalamountofthebidproposalofsaidPrincipalfortheworkhereinafterdescribed,forthepaymentofwhich,wellandtrulytobemade,webindourselves,ourheirs,executors,administratorsandassigns,andsuccessorsandassigns,Jointlyandseverally,firmlybythesepresents.Theconditionofthisbondissuch,thatwhereasthePrincipalhereinIsherewithsubmittinghis/heroritssealedproposalforthefollowinghighwayconstruction,towit:RentonDowntownUtilityImprovementProjectSWP-27-03949,WTR-27-03949,WWP-27-03949saidbidandproposal,byreferencethereto,beingmadeaparthereof.NOW,THEREFORE,ifthesaidproposalbidbysaidPrincipalbeaccepted,andthecontractbeawardedtosaidPrincipal,andifsaidPrincipalshalldulymakeandenterintoandexecutesaidcontractandshallfurnishperformancebondasrequiredbytheCityofRentonwithinaperiodoften(10)daysfromandaftersaidaward,exclusiveofthedayofsuchaward,thenthisobligationshallbenullandvoid,otherwiseitshallremainandbeinfullforceandeffect.INTHEEVENTthePrincipal,followingaward,fallstoexecuteanAgreementwiththeCityofRentoninaccordancewiththetermsoftheProposalandfurnishaperformancebondwithSuretyorSuretiesapprovedbytheCityofRentonwithinten(10)daysfromandaftersaidaward,thenPrincipalshallforfeittheBidBond/BidProposalDepositorSuretyshallimmediatelypayandforfeittotheCityofRentontheamountoftheProposalBidBond,assetforthinRCW35A.40.200andRCW35.23.352.INTESTIMONYWHEREOF,thePrincipalandSuretyhavecausedthesepresentstobesignedandsealedthis17thdayofDecember2020SCIinfrastructure,LLCNorthAmericanSpecialtyInsuranceCompany[Pdncipai[Surety]______________________.[Sgnatureofauthorizedofficial)[$inatureofauthorizedofficial]_________________________________By:JoanneReinkensmeyer,Attorney-in-Fact[Title)[Attorney-in-Fact]1436S.UnionAve.[Address]Tacoma,WA98405(253)272-1151[TelephoneNumber]ApprovedbyCityAttorney SWISSRECORPORATESOLUTIONSNORTHAMERICANSPECIALTYINSURANCECOMPANYWASHINGTONINTERNATIONALINSURANCECOMPANYGENERALPOWEROFATTORNEYKNOWALLMENBYTHESEPRESENTS,THATNorthAmericanSpecialtyInsuranceCompany,acorporationdulyorganizedandexistingunderlawsoftheStateofNewHampshire,andhavingitsprincipalofficeintheCityofOverlandPark,Kansas,andWashingtonInternationalInsuranceCompany,acorporationorganizedandexistingunderthelawsoftheStateofNewHampshireandhavingitsprincipalofficeintheCityofOverlandPark,Kansas,eachdoesherebymake,constituteandappoint:THOMASP.HENTSCHELL,BRADLEYA.ROBERTS,JULIEA.CRAKER,KARENJ.SMITH,andJOANNEREINKENSMEYERJOINTLYORSEVERALLYItstrueandlawfulAttorney(s)-in-fact,tomake,execute,sealanddeliver,forandonitsbehalfandasitsactanddeed,bondsorotherwritingsobligatoryinthenatureofabondonbehalfofeachofsaidCompanies,assurety,oncontractsofsuretyshipasareormayberequiredorpermittedbylaw,regulation,contractorotherwise,providedthatnobondorundertakingorcontractorsuretyshipexecutedunderthisauthorityshallexceedtheamountof:FiFTYMILLION($50,000,000.00)DOLLARSThisPowerofAttorneyisgrantedandissignedbyfacsimileunderandbytheauthorityofthefollowingResolutionsadoptedbytheBoardsofDirectorsofbothNorthAmericanSpecialtyInsuranceCompanyandWashingtonInternationalInsuranceCompanyatmeetingsdulycalledandheldonthe9thofMay,2012:“RESOLVED,thatanytwoofthePresidents,anyManagingDirector,anySeniorVicePresident,anyVicePresident,anyAssistantVicePresident,theSecretaryoranyAssistantSecretarybe,andeachoranyofthemherebyisauthorizedtoexecuteaPowerofAttorneyqualifyingtheattorneynamedinthegivenPowerofAttorneytoexecuteonbehalfoftheCompanybonds,undertakingsandallcontractsofsurety,andthateachoranyofthemherebyisauthorizedtoattesttotheexecutionofanysuchPowerofAttorneyandtoattachthereinthesealoftheCompany;anditisFURTHERRESOLVED,thatthesignatureofsuchofficersandthesealoftheCompanymaybeaffixedtoanysuchPowerofAttorneyortoanycertificaterelatingtheretobyfacsimile,andanysuchPowerofAttorneyorcertificatebearingsuchfacsimilesignaturesorfacsimilesealshallbebindingupontheCompanywhensoaffixedandinthefuturewithregardtoanybond,undertakingorcontractofsuretytowhichitisattached.”14001000%By________________StevenP.Anderson,Senior‘iccPresidentofWashingtonInternatIonallannraoceCompanyfSEALI&SeniorVicePresidentofNorthAmericanSpecialtyInsuranceCompanyBy____________MichaelA.Ito,SeniorVicePresidentofnahingtonInternationalinsuranceCompany&SeniorVicePresidentofNorthAmericanSpecialtyinsaranceCompanyINWITNESSWHEREOF,NorthAmericanSpecialtyInsuranceCompanyandWashingtonInternationalInsuranceCompanyhavecausedtheirofficialsealstobehereuntoaffixed,andthesepresentstobesignedbytheirauthorizedofficersthis19dayofJANUARY,2018.NorthAmericanSpecialtyInsuranceCompanyWashingtonInternationalInsuranceCompanyStateofIllinoisCountyofCookss:Onthis19dayofJANUARY,2018,beforeme,aNotaryPublicpersonallyappearedStevenP.Anderson,SeniorVicePresidentofWashingtonInternationalInsuranceCompanyandSeniorVicePresidentofNorthAmericanSpecialtyInsuranceCompanyandMichaelA.Ito,SeniorVicePresidentofWashingtonInternationalInsuranceCompanyandSeniorVicePresidentofNorthAmericanSpecialtyInsuranceCompany,personallyknowntome,whobeingbymedulysworn,acknowledgedthattheysignedtheabovePowerofAttorneyasofficersofandacknowledgedsaidinstrumenttobethevoluntaryactanddeedoftheirrespectivecompanies.OFFICIALSEALM.KENNYNotaiyPublic-SlateoillliiitthIMyComnossiortExportM.Kenny.NoffiryPublicI,JeffreyGoldberg,thedulyelectedAssistantSecretaryofNorthAmericanSpecialtyInsuranceCompanyandWashingtonInternationalInsuranceCompany,doherebycertifythattheaboveandforegoingisatrueandcorrectcopyofaPowerofAttorneygivenbysaidNorthAmericanSpecialtyInsuranceCompanyandWashingtonInternationalInsuranceCompany,whichisstillinfullforceandeffect.INWITNESSWHEREOF,IhavesetmyhandandaffixedthesealsoftheCompaniesthis17thdayofDecember,2020JeffreyGoldberg,VicePresident&AnsistaelSecretaryofWashingtonInternationalinsuranceCompany&NorthAmericanspeciallyInsuranceCompany •CITYOFRENTONPUBLICWORKSDEPARTMENTDOWNTOWNUTILITYINPROVEMENTPROJECT*Note:Showpriceperunitinfiguresonly.Figureswrittentotherightofthedot(decimal)inthepriceperunitcolumnshallbeinterpretedascents.SEESECTION1-09.14OFTHESPECIALPROVISIONSFORINFORMATIONONBIDITEMS.ITEtvITEMWITHUNITPRICEDBIDAPPROX.UNITPRICETOTALAMOUNTNO.IQUANTITYDollarsCentsDollarsCentsBIDSCHEDULEA-GENERALAOlMobilization&Demobilizationi9.ôO,oco—f00OOO—LumpSumPerLumpSumA02ConstructionSurveying,Staking,andAs-BuiltDrawings15,COt—5%OC—LumpSumPerLumpSumA03TemporaryTrafficControlitlo5IL5OOZ)—LumpSumPerLumpSumA04StorrrrwaterPollutionPreventionPlan&TemporaryErosionand1LumpSumPerLumpSumA05LandscapeRestorationiZO,0c49—LumpSumPerLumpSumA06RemoveandReplacePavementMarkings165000—LumpSumPerLumpSumA07ConstructionDewateringPlan1LumpSumPerLumpSumA08ContaminatedSoilandWaterManagementPlan130O03,00.5LumpSumPerLu’mpSumA09HotMixAsphaltOverlay3600/4f52-2,Oc0—TonPerTonSubtotalScheduleA31Note:Salestaxratefor2021willbe10.1%10.1%SalesTaxt32310TotalScheduleA____________________ •CITYOFRENTONPUBLICWORKSDEPARTMENTDOWNTOWNUTILITYINFROVEMENTPROJECT*NoteShowpriceperunitinfiguresonly.Figureswrittentotherightofthedot(decimal)inthepriceperunitcolurrwishallbeinterpretedascents.SEESECTION1-09.14OFTHESPECIALPROVISIONSFORINFORMATIONONBIDITEMS.IitEiIITEMWiThUNITPRICEDBIDAPPROX.UNITPRICETOTALAMOUNTINO.IQUANTITYDollarsCentsDollarsCentsBIDSCHEDULEB-STORMWATER<,1/0—,o€,o—/83,ooo—4-000——BOlNon-StructuralShoringorExtraExcavation,ClassB25000SquareFootB02StructuralShoringiioooSquareFoot803Flaggers1000Hour804UniformedPoliceOfficer80Hour805SelectImportedTrenchBackfill6100TonB06CrushedSurfacingTopCourse1400TonB07HotMixAsphaltPatch2200Ton808RemoveandReplaceConcreteSidewalkandDriveway460SquareYard809RemoveandReplaceConcreteCurbandGutter1010LinearFootBlORemovalandReplacementofUnsuitableFoundationMaterial70TonBliSiteSpecificUtilityPotholing15EachB12ReplaceSurveyMonument1Each813SawcuttingAsphaltPavement12400LinearFootB14DewateringSystems1LumpSumBi5ConstructionGeotextile30SquareYard816ControlledDensityFill30CubicYardB17RemovalofUnforeseenObstructionsandDebris1ForceAcount818SoilSamplingandTesting4Each27,t,Dá3-PerSquareFootPerSquareFootiZ—PerHour‘DO—PerHour30—PerTonPerTonflJO—PerTonPerSquareYard45—PerLinearFootMo—PerTonPerEachPerEach5—PerLinearFoott’7’7ao—PerLurpSumPerSquareYardtzO—PerCubicYard20000PerForceAcountPerEach—3,ZDo——jr.77,3.bOb-20.000t,’,— CITYOFRENTONPUBLICWORKSDEPARTMENTDOWNTOWNU1YLITYINPROVEMENTPROJECT*Note:Showpriceperunitinfiguresonly.Figureswrittentotherightofthedot(decimal)inthepriceperunitcolumnshallbeinterpretedascents.SEESECTION1-09.14OFTHESPECIALPROVISIONSFORINFORMATIONONBIDITEMS.ITEMITEMWITHUNITPRICEDBIDAPPROX.UNITPRICETOTALAMOUNTNO.IQUANTITYDollarsCentsDollarsCentsB19ContaminatedSoilExcavation,HaulandDisposal85‘705950—-TonPerTon25,000B20ContaminatedWaterTreatment1_______________25,000ForceAcountPerForceAcountB21DecommissionExistingMonitoringWell51t’OC—EachPerEach200,000B22MinorChanges1____________200,000EstimatePerEstimate12,000B23ArcheologicalWorkStandby1______________12,000EstimatePerEstimateB24CCTVInspection63004—Z5.%-00LinearFootPerLinearFootB25RemoveandReplaceConcreteCurbRamp176c5€7,61)0LumpSumPerLumpSum926RemoveandReplaceConcretePedestrianCurb14043_-D26—LinearFootPerLinearFootB27AbandonExistingStormDrainPipe1970L%—LinearFootPerLinearFootB28RemoveExistingStormDrainStructure4550—t5p7OEachPerEachB29AbandonExistingStormDrainStructure21,5r’O—3,000EachPerEachB30PolypropyleneStormDrainPipe8-In.Diam70—T,tOc9LinearFootPerLinearFoot931PolypropyleneStormDrainPipe12-In.Diam1730CO—/13,600LinearFootPerLinearFoot932PolypropyleneStormDrainPipe15-In.Diam180601‘4’0LinearFootPerLinearFoot933PolypropyleneStormDrainPipe18-In.Diam117077—‘3o,OZLinearFootPerLinearFoot934PolypropyleneStormDrainPipe24-In.Diam560—)‘lt1ôLinearFootPerLinearFoot935PolypropyleneStormDrainPipe36-In.Diam4507,95J—LinearFootPerLinearFootB36DuctilelronStormDrainPipe8-ln.Diam31090LinearFootPerLinearFoot937DuctileIronStormDrainPipe12-In.Diam66014l57ç,99QLinearFootPerLinearFoot CITYOFRENTONPUBLICWORKSDEPARTMENTDOWNTOWNUTILITYIIVFROVEMENTPROJECT*Ncte:Showpriceperunitinfiguresonly.Figureswrittentotherightofthedot(decimal)inthepriceperunitcolumnshallbeinterpretedascents.SEESECTION1-09.14OFThESPECIALPROVISIONSFORINFORMATIONONBIDITEMS.TEFI1ITEMWITHUNITPRICEDBIDAPPROX.UNITPRICETOTALAMOUNTNO.IQUANTITYDollarsCentsDollarsCentsB38B39B40B41B42B43B44B45B46B47B48—C900StormDrainPipe8-In.DiamC900StormDrainPipe12-In.DiamC900StormDrainPipe24-In.DiamConnectExistingStormPipetoNewCatchBasinConnectNewStormPipetoExistingCatchBasinConnectExistingLateraltoNewStormPipeCatchBasinType1CatchBasinType2,48-In.DiameterCatchBasinType2,60-In.DiameterBoxCulvertAccessStructureResolutionofUnforeseenUtilityConflictswithProposedSDt4,ooc—130LinearFoot910LinearFoot50LinearFoot28Each4Each18Each63Each46Each7Each1LumpSumEstimatePerLinearFootPerLinearFoot3oo—PerLinearFootPerEachPerEach7Do—PerEachPerEachPerEachPerEachPerLumpSum30,000PerEstimateI7‘7/OC—36,5LD—30.0002.,tI,T,3W—TotalScheduleB CITYOFRENTONPUBLICWORKSDEPARTMENTDOWNTOWNUTILITYINFROVEMENTPROJECT*Note:Showpriceperunitinfiguresonly.Figureswrittentotherightofthedot(decimal)inthepriceperunitcolumnshallbeinterpretedascents.SEESECTION1-09.14OFThESPECIALPROVISIONSFORINFORMATIONONBIDITEMS.ITEFITEMWITHUNITPRICEDBIDAPPROX.UNITPRICETOTALAMOUNTNO.IQUANTITYDollarsCentsDollarsCentsBIDSCHEDULEC-WASTEWATERCOlNon-StructuralShoringorExtraExcavation,ClassB460003SquareFootPerSquareFootC02StructuralShoring54()()4J—‘Z7,1)Ofl—SquareFootPerSquareFootC03Flaggers1800IZO21C,‘—HourPerHocwC04UniformedPoliceOfficer200t1)’—2O,6JO—HourPerHourC05SelectImportedTrenchBackfill24000—dát-TonPerTonC06CrushedSurfacingTopCourse2000t€)tTonPerTonC07HotMixAsphaltPatch3200/00—3Z,DO6TonPerTonC08RemoveandReplaceConcreteSidewalkandDriveway110I1USquareYardPerSquareYardC09RemoveandReplaceConcreteCurbandGutter325______________J4.Lzc—LinearFootPerLinearFootClORemovalandReplacementofUnsuitableFoundationMaterial240_____________‘4,OOO—TonPerTonCliSiteSpecificUtilityPotholing11350—____________________EachPerEachC12ReplaceSurveyMonument79,5tô--Zit,EachPerEachC13SawcuttingAsphaltPavement14600_____________‘3DÔ0—LinearFootPerLinearFootC14DewateringSystems1060—LumpSumPerLumpSumC15ConstructionGeotextile390_____________j,96c—SquareYardPerSquareYardC16ControlledDensityFill1301ZO—‘400CubicYardPerCubicYard25,00DC17RemovalofUnforeseenObstructionsandDebris1_______________25,000ForceAcountPerForceAcountC18SoilSamplingandTesting101,5O1—EachPerEach CITYOFRENTONPUBLICWORKSDEPARTMENTDOWNTOWNUTILITYINFROVEMENTPROJECT*NOte:Showpriceperunitinfiguresonly.Figureswrittentotherightofthedot(decimal)inthepriceperunitcolumnshallbeinterpretedascents.SEESECTION1-09.14OFThESPECIALPROVISIONSFORINFORMATIONONBIDITEMS.ITEITEMWITHUNITPRICEDBIDAPPROX.UNITPRICETOTALAMOUNTNO.QUANTITYDollarsCentsDollarsCentstt,&Otlf,—50.000100.00012.000CI9C20C21C22C23C24C25C26C27C28C29C30C31C32C33C34C35C36C37ContaminatedSoilExcavation,HaulandDisposalContaminatedWaterTreatmentDecommissionExistingMonitoringWellMinorChangesArcheologicalWorkStandbyCCTVInspectionAbandonExistingSewerPipeRemoveExistingSewerManholeAbandonExistingSewerManholeFurnishandInstall8-inchSDR35SewerPipeFurnishandInstall8-inchC900SewerPipeFurnishandInstall12-inchC900SewerPipeFurnishandInstall18-inchC900SewerPipeFurnishandInstall24-inchC900SewerPipeFurnishandInstall8-inchHDPESewerPipeFurnishandInstall6-inchSideSewerPipeFurnishandInstall8-inchSideSewerPipeFurnishandInstall48-inchSanitarySewerManholeFurnishandInstall60-inchSanitarySewerManhole2400TonForceAcount5EachEstimate1Estimate7300LinearFoot2640LinearFoot18Each16Each1900LinearFoot2200LinearFoot140LinearFoot80LinearFoot2400LinearFoot40LinearFoot700LinearFoot100LinearFoot25Each5Each70—PerTon50,000PerForceAcount/1000PerEach100,000PerEstimate12,000PerEstimate4-PerLinearFootit—PerlinearFootPerEachPerEach8c—PerLinearFootPerlinearFoott5C--PerLinearFootPerlinearFootPerlinearFootPerLinearFootPerlinearFootPerlinearFoot4z#o—PerEachPerEachtcz1DD/45,Zi’,Di—7Z,OOO—/12,&—,J,—n.çoi—.3t,DtD— CITYOFRENTONPUBLICMDRKSDEPARTMENTDOWNTOWNU11LITYIIiWROVEMENTPROJECT*NotesShowpriceperunitinfiguresonly.Figureswrittentotherightofthedot(decimal)inthepriceperunitcolumnshallbeinterpretedascents.SEESECTION1-09.140FThESPECIALPROVISIONSFORINFORMATIONONBIDITEMS.ITEIITEMWITHUNITPRICEDBIDAPPROX.UNITPRICETOTALAMOUNTNO.QUANTITYDollarsCentsDollarsCentsZZyt,—t’,16—C38C39C40C41C42C43C44C45C46C47C48C49C50C51tL,Do—FurnishandInstall60-inchSanitarySewerManholewithInsideFurnishandInstall72-inchSanitarySewerManholewithInsideConnectNewSewertoExistingSewerManholePre-installationCleaningandInspectionforCIPPFurnishandInstall8-inchCIPPSewerPipeFurnishandInstall12-inchCIPPSewerPipeCIPPReinstateSideSewerPost-installationCCTVInspectionofCIPPSewerCrossingUnderSPUTransmissionMainCityofRentonBoxCulvertCrossingConnecttoKingCountyInterceptor(2ndStreet,UpperPortion)ConnecttoKingCountyInterceptor(2ndStreet,LowerPortion)ConnecttoKingCountyInterceptor(3rdStreet)SPUCathodicProtectionConduit/lz,000—5Each2Each3Each2000LinearFoot600LinearFoot1400LinearFoot9Each2000LinearFootLumpSum1LumpSumLumpSumLumpSum1LumpSum1700LinearFoot,dc—t,t,00—PerEach/f4tjPerEachPerEachCI—PerlinearFootitt—aPerlinearFoot80—PerlinearFootPerEach—-.57)PerlinearFootPerLumpSumPerLumpSum/Z15f?t—PerLumpSum49ooPerLumpSum23C,00o—PerLumpSumPerlinearFoot4.Z,56o—t,Dt—Note:Salestaxratefor2021willbe10.1%SubtotalScheduleC10.1%SalesTaxCL912J3?-TotalScheduleC CITYOFRENTONPUBLICWORKSDEPARTMENTDOWNTOWNUTILITYIROVEMENTPROJECT*Note:Showpriceperunitinfiguresonly.Figureswrittentotherightofthedot(decimal)inthepriceperunitcolumnshallbeinterpretedascents.SEESECTION1-09.14OFThESPECIALPROVISIONSFORINFORMATIONONBIDITEMS.lTEIVITEMWiTHUNITPRICEDBIDAPPROX.UNITPRICETOTALAMOUNTNO.IQUANTITYDollarsCentsDollarsCentsBIDSCHEDULED-WATER4C&J—1L’S70c4rZ4,ooo—D01D02D03D04D05D06D07D08D09Dl0DliDl2Dl3Dl4Dl5Dl6Dl7Dl8Non-StructuralShoringorExtraExcavation,ClassBStructuralShoringFlaggersUniformedPoliceOfficerSelectImportedTrenchBackfillCrushedSurfacingTopCourseHotMixAsphaltPatchRemoveandReplaceConcreteSidewalkandDrivewayRemoveandReplaceConcreteCurbandGutterRemovalandReplacementofUnsuitableFoundationMaterialSiteSpecificUtilityPotholingReplaceSurveyMonumentSawcuttingAsphaltPavementDewateringSystemsConstructionGeotextileControlledDensityFillRemovalofUnforeseenObstructionsandDebrisSoilSamplingandTesting20200SquareFoot4000SquareFoot700Hour40Hour3600Ton800Ton1300Ton80SquareYard140LinearFoot100Ton2Each3Each8400LinearFoot1LumpSum80SquareYard50CubicYard1ForceAcount12Each3—.PerSquareFoot—/1PerSquareFoot12o—PerHour/DiJ—PerHour30—PerTonPerTonPerTonPerSquareYardPerLinearFoot—PerTonco—PerEachPerEach4-PerLinearFoot341)oD-PerLumpSumID—PerSquareYardtzo—PerCubicYard20,000PerForceAcountPerEachI30,Cot—4O—‘,€,—10,£‘O—7D0—t.0o—3t’OO30,ODO—8O0_&89t—20.000/,o’Io— CITYOFRENTONPUBLICVDRKSDEPARTMENTDOWNTOWNUTILITYIROVEMENTPROJECT*Note:Showpriceperunitinfiguresonly.Figureswrittentotherightofthedot(decimal)inthepriceperunitcolunwishallbeinterpretedascents.SEESECTION1-09.14OFThESPECIALPROVISIONSFORINFORMATIONONBIDITEMS.ITE1ITEMWITHUNITPRICEDBIDAPPROX.UNITPRICETOTALAMOUNTNO.QUANTITYDollarsCentsDollarsCents20.0005000012.000—D19D20D21D22D23D24D25D26D27D28D29D30D31D32D33D34D35D36D373&DUO—ContaminatedSoilExcavation,HaulandDisposalContaminatedWaterTreatmentDecommissionExistingMonitoringWellMinorChangesArcheologicalWorkStandbyTemporaryWaterBypassFurnishandInstall12”Cl.52DIRestrained-JointWaterPipe&FurnishandInstall4’GateValveAssemblyFurnishandInstall8’GateValveAssemblyFurnishandInstall12”GateValveAssemblyFurnishandInstallFireHydrantAssemblyFurnishandInstall1”WaterServiceConnectionFurnishandInstall1”WaterServiceConnectionw/CorrosionPrFurnishandInstall1.5’WaterServiceConnectionFurnishandInstall2”WaterServiceConnectionFurnishandInstall4”WaterServiceConnectionConnectiontoExistingWaterMainCut,Cap,andBlockExistingWaterMain24”SteelCasingforCrossingUnderSPUTransmissionMain100TonIForceAcount2EachEstimateIEstimateLumpSum3300LinearFoot2Each1Each30Each11Each9EachEach3Each3EachEach14Each14Each80LinearFoot70-PerTon20,000PerForceAcount/DCC—’PerEach50,000PerEstimate12,000PerEstimate/tJ,oQ’—PerLumpSum/z6—PerLinearFootPerEachPerEachPerEachPerEachPerEachz,00o—PerEach4(oQ-PerEachPerEach6,cco-PerEachPerEachPerEachloOPerLinearFoottB,Zcc1,,6o—Z,Ct’a—7,oi—/L,e,o—,tO CITYOFRENTONPUBLICWORKSDEPARTMENTDOWNTOWNUTILITYINFROVEMENTPROJECT*Note:Showpriceperunitinfiguresonly.Figureswrittentotherightofthedot(decimal)inthepriceperunitcolumnshallbeinterpretedascents.SEESECTION1-09.14OFThESPECIALPROVISIONSFORINFORMATIONONBIDITEMS.lTEFITEMWITHUNITPRICEDBIDAPPROX.UNITPRICETOTALAMOUNTNO.QUANTITYDollarsCentsDollarsCentsD38RemoveExistingStormDrainStructure(ForWaterConflict)2/cai—,COO—EachF4rEachD39ConnectExistingStormPipetoNewCatchBasin(ForWaterCc25CC—I,t)OOEachPerEachD40CatchBasinType1(ForWaterConflict)2/,7J1—.4zlEachPerEachD41C900StormDrainPipe6-ln.Diam(ForWaterConflict)20LinearFootPerlinearFootD42C900StormDrainPipe8-In.Diam(ForWaterConflict)202’,9LinearFootPerlinearFootD43C900StormDrainPipeI2-In.Diam(ForWaterConflict)60/‘LinearFootPerlinearFootD44AdditionalDuctileIronFitting2700.J.5—PoundPerPoundD45CorrosionProtection,PipeJoint-Bonding,Anodes,TestStationsiDOD——LumpSumPerLumpSumSubtotalSchedule010.1%SalesTaxTotalScheduleDNote:Salestaxratefor2021willbe10.1%1,436,6e—t,c84,173.6i10,s55,9gBIDTOTAL(TotalSchedulesA,B,C,and0) ThisformmustbesubmittedwiththeBidProposal.CertificationofCompliancewithWagePaymentStatutesThebidderherebycertifiesthat,withinthethree-yearperiodimmediatelyprecedingthebidsolicitationdate,thebidderisnota“willful”violator,asdefinedinRCW49.48.082,ofanyprovisionofchapters49.46,49.48,or49.52RCW,asdeterminedbyafinalandbindingcitationandnoticeofassessmentissuedbytheDepartmentofLaborandIndustriesorthroughaciviljudgmententeredbyacourtoflimitedorgeneraljurisdiction.IcertifyunderpenaltyofperjuryunderthelawsoftheStateofWashingtonthattheforegoingistrueandcorrect.SC,INFflASTRUCTURE,LLCBidder’sBusinessNameSignatureofAuthorizedOfficial*DateCityCheckOne:SoleProprietorshipPartnershipEJointVenture11CorporationLLCStateofIncorporation,orifnotacorporation,StatewhereV’Jk5-hN(TCbusinessentitywasformed:Ifaco-partnership,givefirmnameunderwhichbusinessistransacted:*lfacorporation,proposalmustbeexecutedinthecorporatenamebythepresidentorvice-president(oranyothercorporateofficeraccompaniedbyevidenceofauthoritytosign).Ifaco-partnership,proposalmustbeexecutedbyapartner.Mpçc2--SO-OL-OPrintedNamec-RTitleWAStateTemplateupdated2-12-19 DOWNTOWNUTILITYIMPROVEMENTSPROJECTPROJECTNO.SWP-27-03949,WrR-27-03949,MNP-27-03949ADDENDUMNO.IDateofAddendumIssue:DueDateforBids:DateofBidOpening:December3,20202:00pmonDecember17,20203:00pmonDecember17,2020To:ALLPLANHOLDERSAND!ORPROSPECTIVEBIDDERSThefollowingchanges,additions,and/ordeletionsareherebymadeapartoftheprojectbiddocumentsfortheDowntownUtilityImprovementsProjectandshallhavethesameeffectasifsetforththerein.BiddersshallacknowledgereceiptandacceptanceofthisAddendumNo.1bysigninginthespaceprovidedbelowandsubmittingthesignedaddendumwiththebidpackage.FailuretoacknowledgereceiptofthisAddendummayresultinyourbidproposalbeingdisqualified.PLANS1.DELETEDrawingSS-22—BURNETTAVESSEWERPLANANDPROFILEandREPLACEwithSS22—BURNETTAVESSEWERPLANANDPROFILEincludedinthisaddendum.Revisionsinclude:•Correctionofmissingpipeinprofileview2.DELETEDrawingR-34—CURBRAMPDETAILS—4andREPLACEwithR-34—CURBRAMPDETAILS—4includedinthisaddendum.Revisionsinclude:•RemovalofconcretelipbetweencurbrampsAdditionalnotesregardingremovalandreplacementofsignage.Othermiscellaneousclarifications3.DELETEDrawingR-40—RESTORATIONANDTRENCHDETAILSandREPLACEwithR-40—RESTORATIONANDTRENCHDETAILSincludedinthisaddendum.Revisionsinclude:•Clarificationofpipebeddingdepth4.ADDDrawingR-41—LUMINAIREFOUNDATION,includedinthisaddendum,tothePlans.SPECIALPROVISIONS5.DELETESection1-07.18(3)LimitsandREPLACEwithSection1-07.18(3)Limitsincludedinthisaddendum.Revisionsinclude:•ClarificationofProfessionalLiabilityandPollutionLiabilityInsurancerequirementsDowntownUtilityImprovementsProjectDecember3,2020Page1of2AddendumNo.I QUESTIONSICLARIFICATIONS6.Question:IsthereadB/MBEANBEspecificsubcontractorgoalforthisproject?Answer:ThereisnotaspecificnumericgoalfordBIMBEANBEsubcontractorsfortheDowntownUtilityImprovementProject.7.Bidsaredueat2:00pmonDecember17,2020,pertheCallForBids.ThisAddendumconsistsoftwo(2)pageplusattachments(5pages)AttachedheretoandpartofAddendumNo.1arethefollowing:1.RevisedSheetSS-22.signed11130/202.RevisedSheetR-34,signed12/2/203.RevisedSheetR-40,signed12/21204.NewSheetR-41signed11/23/205.RevisedSection1-07.18(3)ALLOTHERREQUIREMENTSOFTHECONTRACTDOCUMENTSREMAININEFFECTSincerely,cTyTadashiTadano,PEProjectManagerMurraysmithAllBiddersmustsignthisAddendumNo.IinthespaceprovidedbelowandattachthesignedAddendumNo.ItotheFormalBidProposal.Signature:5ø2..—.——--Title:FIJkr1Z—Company:SCIJNFflASTRUCTE,LLCDate:L---7DowntownUtilityImprovementsProjectDecember3,2020Page2of2AddendumNo.1Prov:dedtoBuildersExchangeofWA,Inc.ForusageConditionsAgreementseewww.bxwa.com-AlwaysVerifyScal DOWNTOWNUTILITYIMPROVEMENTSPROJECTPROJECTNO.SWP-27-03949,WTR-27-03949,WWP-27-03949ADDENDUMNO.2DateofAddendumIssue:December10,2020DueDateforBids:2:00pmonDecember17,2020DateofBidOpening:3:00pmonDecember17,2020To:ALLPLANHOLDERSAND/ORPROSPECTIVEBIDDERSThefollowingchanges,additions,and/ordeletionsareherebymadeapartoftheprojectbiddocumentsfortheDowntownUtilityImprovementsProjectandshallhavethesameeffectasifsetforththerein.BiddersshallacknowledgereceiptandacceptanceofthisAddendumNo.2bysigninginthespaceprovidedbelowandsubmittingthesignedaddendumwiththebidpackage.FailuretoacknowledgereceiptofthisAddendummayresultinyourbidproposalbeingdisqualified.SPECIALPROVISIONS1.DELETEthetenthbulletpointofSection1-09.14(2)BL(i.e.FurnishandInstallCatchBasinTypeI(BidItemB-44)—EACH)oftheSpecialProvisionsandREPLACEwiththefollowing:“Furnishingprecastconcretecatchbasin,gaskets,catchbasinframeandlid,installation,adjustmentofframestograde,appurtenances,KorNSealboots(orapprovedequal),connectionstonewpipes,placementofsubsequentbackfillmaterials,compaction,water,cleaning,andtestingrequiredinconformancewiththeContractDocuments:’2.DELETEtheseventhparagraphofSection9-30.2(1)oftheSpecialProvisionsandREPLACEwiththefollowing:“Boltsandnutsforallfittingsandvalveswithmechanical-jointend(s)inpipingandfittingsshallbemalleableiron,Cor-ten(lowalloysteel)conformingtoANSI/AWWAC110/A21.10,orstainlesssteel.Boltsandnutsforflangedpipeandfittingsallpipe,fittings,andvalveswithflangedend(s)shallbestainlesssteelandshallconforminsizeandlengthwithANSI/AWWAC111/A21.11.StainlesssteelboltsshallmeettherequirementsofASTMF593,Group2A307,GradeA.ShacklerodsshallbeCot-tenorstainlesssteelallthread316SS.Stainlesssteelnutsandboltsshallbetype31655:’3.DELETEItems2and3ofSection9-30.2(6)oftheSpecialProvisions,andREPLACEwiththefollowing:2.Themintrestraintsystemforthepipeshallbethesameastnt’‘uiritrestraintsystemjotfittings,rxrrntnrovidedinitem3below.DowntownUtilityImprovementsProjectDecember10,2020AddendumNo.2Page1of3 3-Whererestrainedjointfittingsrequiredontheplanscannotbefurnishedorwhererestrainedjointedfittingsarerequiredinareasthatar-clcnowntobesubjecttoLocationadjustments,theContractormaysubmitalayplanshowingmech3nicallyjointedfittingswithwedgerestraintglandsforapproval.Mechanicallyjointedpipewithwedgerestraintglandsshallnotbesubstitutedforrestrainedmintnine.2.Allfittingsandvalveswithmechanical-jointend(s)shallhaverestraintfollowerglandswithmultiplegrippingwedgesmeetingtherequirementsofANSI/AWWAC110/A21.10.4.ADDthefollowingparagraphtoSection9-30.3—Valves:“Allboltsonthebodyofvalvesshallbestainlesssteel.”5.ADDthefollowingsentencetothethirdparagraphofSection9-30.3(1)—GateValves(3inchesto16inches):“Allexteriorvalvebodyboltingshallbetype304stainlesssteelandshallbeprovidedwithhexagonalheads,withdimensionstoconformwithANSIB18.2.1.”6.NOTE:TextpresentedaboveisinTrackChangesfortheconvenienceofthebidders.Alltextthathas“strikethrough”formatistobedeletedandisnotpartoftherevision.STANDARDPLANS7.DELETENote6ofStandardPlan201.00includedintheContractDocumentsandREPLACEwiththefollowing:“WHENCONNECTINGTOANEWPIPE,USEAFLEXIBLECONNECTOR(KOR-N-SEALBOOTORAPPROVEDEQUAL).USECORRUGATEDPIPEADAPTERASREQUIRED.WHENCONNECTINGTOANEXISTINGPIPE,USEAFABRICATEDSANDCOLLAROFTHESAMEMATERIALASTHECONNECTINGPIPE.”QUESTIONS/CLARIFICATIONS8.Question:Aretheredomesticrequirementsforthisproject?Answer:TheDUIPisnotfederallyfundedandtherearenorequirementsforsourcingdomesticproductsormaterials.9.Question:ArethereinspectionvideosavailableforthesewerstobelinedbyCIPP?Answer:VideosofsewerinspectionsforthesegmentsproposedbelinedbyCIPPareavailablefordownloadat:https://edocs.rentonwa.gov/Documents/Browse.aspx?id=8360760&dbid0&repo=CitvofRentonAlternatively,thevideosandreportscanbedownloadedfromtheDowntownutilityimprovementprojectwebpage,linkonrightunder“callforbids”label.DowntownUtilityImprovementsProjectDecember10,2020Page2of3AddendumNo.2 10.Question:CanyouprovideflowsforthesewerstobelinedbyCIPP?Answer:BaseduponRenton’s2015SewerModelUpdate,thesewersystematMillandS.2ndhaspeakflowsof166gpm,basedupondatafromtheFebruary8,1996stormevent.ThesewersystemthroughtheSafewayparkinglothaspeakflowsof1979gpm,basedupondatafromtheFebruary8,1996stormevent.(noteasaresultofotherworkonthisproject,someflowsintheSafewaylinewillbereroutedintothenewsewerinS3St)Informationisnotavailablefortheotherruns.11.Reminder,aspartofyourbid,pleasesubmitalldocumentsmarkedinthe“ContractDocumentTableofContents”as“SubmitwithBid”alongwithcopiesofthesignedaddendums.Theformsincludedinthesebiddocumentsmustbeused,nosubstituteswillbeaccepted.ThisAddendumconsistsofthree(3)pagesandhasnoattachments.ALLOTHERREQUIREMENTSOFTHECONTRACTDOCUMENTSREMAININEFFECTSincerely,CTyTadashiTadano,PEProjectManagerMurraysmithAllBiddersmustsignthisAddendumNo.2inthespaceprovidedbelowandattachthesignedAddendumNo.2totheFormalBidProposal.Signature:_____________________________Title:_______________________________Company:_________________________________Date:________________________DowntownUtilityImprovementsProjectDecember10,2020Page3of3AddendumNo.2 CIWOFRENTONFAIRPRACTICESPOLICYAFFIDAVITOFCOMPLIANCESC,INFflASTRUCTURE,LLCherebyconfirmsanddeclaresthat:(Nameofcontractor/subcontractor/consuftant)Itisthepolicyoftheabove-namedcontractor/subcontractor/consultant,toofferequalopportunitytoallqualifiedemployeesandapplicantsforemploymentwithoutregardtotheirrace;religion/creed;nationalorigin;ancestry;sex;thepresenceofaphysical,sensory,ormentaldisability;ageover40;sexualorientationorgenderidentity;pregnancy;HIV/AIDSandHepatitisCstatus;useofaguidedog/serviceanimal;maritalstatus;parental/familystatus;militarystatus;orveteran’sstatus.II.Theabove-namedcontractor/subcontractor/consultantcomplieswithallapplicablefederal,stateandlocallawsgoverningnon-discriminationinemployment.Ill.Whenapplicable,theabove-namedcontractor/subcontractor/consultantwillseekoutandnegotiatewithminorityandwomencontractorsfortheawardofsubcontracts.MArWSo’L-pPrintAgent/Representative’sNamek’i/ct‘rtPrintAgent/Representative’sTitleAgent/Representative’sSignatureJ2-i7-oDateSignedInstructions:ThisdocumentMUSTbecompletedbyeachcontractor,subcontractor,consultantand/orsupplier,Includeorattachthisdocument(s)withthecontract. CONTRACT BOND TO THE CITY OF RENTON KNOW ALL MEN BY THESE PRESENTS: That we, SCI Infrastructure, LLC the Bond No. 2312210 undersigned as principal, and North American Specialty Insurance Company corporation organized and existing under the laws of the State of New Hampshire 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 in the penal sum of $10,555,986.64 for the payment of which sum on demand we bind ourselves and our successors, heirs, administrators or person representatives, as the case may be. This obligation is entered into pursuant to the statutes of the State of Washington, the Ordinance of the City of Renton. Dated at Renton Washington, this 5th day of February 2021. Nevertheless, the conditions of the above obligation are such that: WHEREAS, under and pursuant to Contract No. CAG-21-001 providing for construction of the Downtown Utility Improvement Project: the Principal has accepted, or is about to accept, the contract, and undertake to perform the work therein provided for in the manner and within the time set forth; NOW, THEREFORE, this Performance and Payment Bond shall be satisfied and released only upon the condition that Principal: • Faithfully performs all provisions of the Contract and changes authorized by Owner in the manner and within the time specified as may be extended under the Contract; • Pays all laborers, mechanics, subcontractors, lower tier subcontractors, material persons, and all other persons or agents who supply labor, equipment, or materials to the Project; • Indemnifies and holds Owner, its officers, and agents 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 Owner all expenses that Owner may incur in making good any default by Principal; and • Indemnifies and holds Owner harmless from all claims, liabilities, causes of action, damages and costs, including property damages and personal injuries, resulting from any defect appearing or developing in the material provided or workmanship performed under the Contract. • Pays all taxes incurred on said contract under title 50 and 51 Revised Code of Washington (RCW) and all taxes imposed on the Principle under Title 82 RCW. The indemnities to 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 Performance Bond. Surety Downtown Utility Improvement Project Bond to the City of Renton hereby waives notice of any change, extension of time, alteration, or addition to the terms of the Contract or the Work. This Contract Bond shall be governed and construed by the laws of the State of Washington, and venue shall be in King County, Washington. IN WITNESS WHEREOF, the parties have executed this instrument in two (2) identical counterparts this 5th day of February 12021 , SCI Infrastructure, LLC Principal Signature Title Name and address of local office of agent and/or Surety Company: North American Specialty Insurance Company Surety f� L—e Si ature Joanne Reinkensmeyer Attorney -in -Fact Title Hentschell & Associates, Inc. 1436 S. Union Ave. Tacoma, WA 98405 Downtown Utility Improvement Project Bond to the City of Renton SWISSRECORPORATESOLUTIONSNORTHAMERICANSPECIALTYINSURANCECOMPANYWASHINGTONINTERNATIONALINSURANCECOMPANYGENERALPOWEROFATTORNEYKNOWALLMENBYTHESEPRESENTS,THATNorthAmericanSpecialtyInsuranceCompany,acorporationdulyorganizedandexistingunderlawsoftheStateofNewHampshire,andhavingitsprincipalofficeintheCityofOverlandPark,Kansas,andWashingtonInternationalInsuranceCompany,acorporationorganizedandexistingunderthelawsoftheStateofNewHampshireandhavingitsprincipalofficeintheCityofOverlandPark,Kansas,eachdoesherebymake,constituteandappoint:THOMASP.HENTSCHELL,BRADLEYA.ROBERTS,JULIEA.CRAKER,KARENJ.SMITH,andJOANNEREINKENSMEYERJOINTLYORSEVERALLYItstrueandlawfulAttorney(s)-in-Fact,tomake,execute,sealanddeliver,forandonitsbehalfandasitsactanddeed,bondsorotherwritingsobligatoryinthenatureofabondonbehalfofeachofsaidCompanies,assurety,oncontractsofsuretyshipasareormayberequiredorpermittedbylaw,regulation,contractorotherwise,providedthatnobondorundertakingorcontractorsuretyshipexecutedunderthisauthorityshallexceedtheamountof:FIFTYMILLION($50,000,000.00)DOLLARSThisPowerofAttorneyisgrantedandissignedbyfacsimileunderandbytheauthorityofthefollowingResolutionsadoptedbytheBoardsofDirectorsofbothNorthAmericanSpecialtyInsuranceCompanyandWashingtonInternationalInsuranceCompanyatmeetingsdulycalledandheldonthe9thofMay,2012:“RESOLVED,thatanytwoofthePresidents,anyManagingDirector,anySeniorVicePresident,anyVicePresident,anyAssistantVicePresident,theSecretaryoranyAssistantSecretarybe,andeachoranyofthemherebyisauthorizedtoexecuteaPowerofAttorneyqualifyingtheattorneynamedinthegivenPowerofAttorneytoexecuteonbehalfoftheCompanybonds,undertakingsandallcontractsofsurety,andthateachoranyofthemherebyisauthorizedtoattesttotheexecutionofanysuchPowerofAttorneyandtoattachthereinthesealoftheCompany;anditisFURTHERRESOLVED,thatthesignatureofsuchofficersandthesealoftheCompanymaybeaffixedtoanysuchPowerofAttorneyortoanycertificaterelatingtheretobyfacsimile,andanysuchPowerofAttorneyorcertificatebearingsuchfacsimilesignaturesorfacsimilesealshallbebindingupontheCompanywhensoaffixedandinthefuturewithregardtoanybond,undertakingorcontractofsuretytowhichitisattached.”By___StevenP.Anderson,SeniorVicePresidentofWashingtonInternationalInsuranceCompany&SeniorVicePresidentofNorthAmericanSpoclaltyInsurnoceCompanyBy______MichaelA.Ito,SeniorVicePresidentof&SeniorVicePresidentofNorthAmericanSpeciallyInsuranceCompanyINWITNESSWHEREOF,NorthAmericanSpecialtyInsuranceCompanyandWashingtonInternationalInsuranceCompanyhavecausedtheirofficialsealstobehereuntoaffixed,andthesepresentstobesignedbytheirauthorizedofficersthisl9dayofJANUARY,2018.NorthAmericanSpecialtyInsuranceCompanyWashingtonInternationalInsuranceCompanyStateofIllinoisCountyofCookss:Onthis19dayofJANUARY,20,beforeme,aNotaryPublicpersonallyappearedStevenP.Anderson,SeniorVicePresidentofWashingtonInternationalInsuranceCompanyandSeniorVicePresidentofNorthAmericanSpecialtyInsuranceCompanyandMichaelA.Ito.SeniorVicePresidentofWashingtonInternationalInsuranceCompanyandSeniorVicePresidentofNorthAmericanSpecialtyInsuranceCompany,personallyknowntome,whobeingbymedulysworn,acknowledgedthattheysignedtheabovePowerofAttorneyasofficersofandacknowledgedsaidinstrumenttobethevoluntaryactanddeedoftheirrespectivecompanies.IOFFICIALSEALM.KENNYI...NotaryPuirlicStalenltlIrin‘—‘It5MyCrtrnrnusinnEntrrrsM.Kenny,NuiriryPublicI,JeffreyGoldberg,thedulyelectedAssistantSecretaryofNorthAmericanSpecialtyInsuranceCompanyandWashingtonInternationalInsuranceCompany,doherebycertifythattheaboveandforegoingisatrueandcorrectcopyofaPowerofAttorneygivenbysaidNorthAmericanSpecialtyInsuranceCompanyandWashingtonInternationalInsuranceCompany,whichisstillinfullforceandeffect.INWITNESSWHEREOF,IhavesetmyhandandaffixedthesealsoftheCompaniesthisdayof,2021JeffreyGuldberg,VicePresident&AssistantSecretaryofWashinglanInlernationalInsuranceCompany&NorthAmericanSpecialtyInsuranceCompany CAG-21-001 AGREEMENT SCI O: 2101 DO CONTRACT NO. CAG-21-001 THIS AGREEMENT, made and entered into this 5th day of February , 2021 by and between the CITY OF RENTON, Washington, a municipal corporation of the State of Washington, hereinafter referred to as "City" and SCI Infrastructure, LLC , hereinafter referred to as "Contractor." Now, therefore the parties agree as follows: Agreement. This agreement incorporates the following documents as if fully set forth herein: the 2020 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 Downtown Utility Improvement Project, SWP/WTR/WWP-27-03949, 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 $10,555,986.64, 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. 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: President/Partner/Owner CITY OF RENTON: Armondo Pavone, Mayor ATTEST Secretary Jason Seth, City Clerk FIRM INFORMATION d/b/a Click here to enter text. CHECK ONE: M Limited Liability Company STATE OF INCORPORATION: _Washington CONTRACTOR CONTACT INFORMATION: Mark Scoccolo 2821 S 1541h Street SeaTac, WA 98188 206-242-0633 mark.scoccolo@scibuilds.com ❑ Partnership ❑ Corporation CITY CONTACT INFORMATION: Michael Benoit 1055 South Grady Way Renton, WA 98057 425-430-7206 mbenoit@rentonwa.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 firm or trade name. Any one partner may sign the contract. If the business is a limited Liability Company, an authorized managing member or manager must sign followed by his/her title. Downtown Utility Improvement Project CAG-21-001 January 2021 Contract Template Updated 12/29/2017 1eZpIii-adthrtwetJanuary28,2021MichaelBenoitCityofRenton1055SouthGradyWayRenton,WA98057Re:Resolution/AuthorizedOfficials2101-:RentonDowntownUtilityImprovementProjectSerialLetter2DearMichael:Theofficialsdesignatedbelowor“AuthorizedOfficials,”areauthorizedtoexecuteanycontractualdocuments,drafts,changeorders,workauthorizations,payestimates,agreements,andotherdocumentsandinstruments,onbehalfofSCIInfrastructure,LLC.AuthorizedOfficials:MarkScoccoloManagerPatrickScoccoloSecretaryJenniferScoccoloContractManagerSincerely,Sc!Infrastructure,LLCJenniferScoccoloContractManager2821S154thStreet,SeaTac,WA98188,P206-242-0633/F206-242-0792,SCIINL*993JA DepartmentofLaborandIndustriesP0Box44450Olympia,WA98504-4450SCIINFRASTRUCTURELLC2821SOUTH154THSTREETSEATACWA981882034189SCIiNFRASTRUCTURELLCReg:CCSCIINL*9933AUBI:602-094-857RegisteredasprovidedbyLawas:ConstructionContractor(CCOI)-GENERALEffectiveDate:4/1/2001ExpirationDate:4/4/2022 BusinessLicense1055SouthGradyWayRenton,WA98057(425)430-6851RentonLicense#:WAStateUBI#ExpirationDate:SdINFRASTRUCTURELLC2821S154THSTSEATACWA98188-2034LICENSEMUSTBEPOSTEDINTHEPLACEOFBUSINESSFORWHICHITISISSUEDBELOWBUSINESSLICENSENON-TRANSFERABLESdINFRASTRUCTURELLC2821S154THSTSEATACWA98188-2034RentonBusinessLicense#:53975WAStateUBI#602094857-209-4857ExpirationDate:1/31/2022Mayor,ArmondoPavoneASDAdministrator,JanHawnLicenseehasappliedforaCityofRentonbusinesslicenseinaccordancewithRentonMunicipalCode(theCode),TitleVBusiness,Chapter5BusinessLicense.TheLicenseeagreestocomplywithallrequirementsoftheCode,aswellasStatelawsandregulationsapplicabletothebusinessactivitylicensed.LICENSEMUSTBEPOSTEDINTHEPLACEOFBUSINESSFORWHICHITISISSUED1055SGradyWay,RentonWA98057(425)430-6851licensing@rentonwa.gov53975602094857-209-48571/31/2022 PREVAILING MINIMUM HOURLY WAGE RATES 24A_State Prevailing Wages Reference.docx\ 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 _December 17, 2020_. 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” and “Affidavit of Wages Paid – Public Works Contract” may be filed on line with the Department of Labor and Industries. SPECIAL PROVISIONS 11/12/2020 i Table of Contents 1-01 DEFINITIONS AND TERMS.................................................................................................... 1 1-01.1 General .................................................................................................................................. 1 1-01.3 Definitions .............................................................................................................................. 2 1-02 BID PROCEDURES AND CONDITIONS .................................................................................... 5 1-02.1 Prequalification of Bidders .................................................................................................... 5 1-02.2 Plans and Specifications ........................................................................................................ 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 1-02.12 Public Opening of Proposals ................................................................................................ 8 1-02.13 Irregular Proposals .............................................................................................................. 8 1-02.14 Disqualification of Bidders ................................................................................................... 9 1-02.15 Pre-Award Information ........................................................................................................ 9 1-03 AWARD AND EXECUTION OF CONTRACT ............................................................................ 10 1-03.1 Consideration of bids ........................................................................................................... 10 1-03.2 Award of Contract ............................................................................................................... 10 1-03.3 Execution of Contract .......................................................................................................... 10 1-03.4 Contract Bond ...................................................................................................................... 11 1-03.7 Judicial Review ..................................................................................................................... 12 1-04 SCOPE OF WORK ............................................................................................................... 12 1-04.2 Coordination of Contract Documents, Plans, Special Provisions Specifications, and Addenda ........................................................................................................................................... 12 1-04.6 Variation in Estimated Quantities ........................................................................................ 12 1-04.8 Progress Estimates and Payments ....................................................................................... 13 1-04.11 Final Cleanup ..................................................................................................................... 13 1-04.12 Contractor-Discovered Discrepancies ................................................................................ 14 1-05 CONTROL OF WORK .......................................................................................................... 14 1-05.4 Conformity with and Deviation from Plans and Stakes ....................................................... 14 1-05.7 Removal of Defective and/or Unauthorized Work ............................................................... 16 1-05.10 Guarantees ........................................................................................................................ 17 11/12/2020 ii 1-05.11 Final Inspection .................................................................................................................. 18 1-05.12 Final Acceptance ................................................................................................................ 20 1-05.13 Superintendents, Labor and Equipment of Contractor ...................................................... 20 1-05.14 Cooperation with Other Contractors ................................................................................. 20 1-05.16 Water and Power ............................................................................................................... 21 1-05.17 Oral Agreements ................................................................................................................ 21 1-05.18 Contractor's Daily Diary ..................................................................................................... 21 1-06 CONTROL OF MATERIAL .................................................................................................... 23 1-06.1 Approval of Materials Prior to Use ...................................................................................... 23 1-06.6 Recycled Materials ............................................................................................................... 23 1-07 LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC .................................................. 24 1-07.1 Laws to be Observed ............................................................................................................ 24 1-07.2 State Sales Tax ..................................................................................................................... 25 1-07.4 Sanitation .............................................................................................................................. 26 1-07.6 Permits and Licenses ............................................................................................................ 27 1-07.9 Wages .................................................................................................................................. 28 1-07.11 Requirements for Non-Discrimination ............................................................................... 28 1-07.12 Federal Agency Inspection ................................................................................................. 28 1-07.13 Contractor’s Responsibility for Work ................................................................................. 29 1-07.15 Temporary Water Pollution/Erosion Control ..................................................................... 29 1-07.16 Protection and Restoration of Property ............................................................................. 31 1-07.17 Utilities and Similar Facilities ............................................................................................. 33 1-07.18 Public Liability and Property Damage Insurance ............................................................... 39 1-07.22 Use of Explosives ............................................................................................................... 43 1-07.23 Public Convenience and Safety .......................................................................................... 43 1-07.24 Rights-of-Way .................................................................................................................... 46 1-07.28 Confined Space Entry ......................................................................................................... 47 1-08 PROSECUTION AND PROGRESS .......................................................................................... 47 1-08.0 Preliminary Matters ............................................................................................................. 47 1-08.1 Subcontracting ..................................................................................................................... 50 1-08.2 Assignment .......................................................................................................................... 50 1-08.3 Progress Schedule ................................................................................................................ 51 1-08.4 Notice to Proceed and Prosecution of the Work .................................................................. 52 11/12/2020 iii 1-08.5 Time for Completion ............................................................................................................ 52 1-08.6 Suspension of Work ............................................................................................................. 54 1-08.7 Maintenance During Suspension ......................................................................................... 54 1-08.9 Liquidated Damages ............................................................................................................ 55 1-08.11 Contractor's Plant and Equipment ..................................................................................... 55 1-08.12 Attention to Work .............................................................................................................. 55 1-09 MEASUREMENT AND PAYMENT ......................................................................................... 56 1-09.1 Measurement of Quantities................................................................................................. 56 1-09.3 Scope of Payment ................................................................................................................ 57 1-09.6 Force Account ...................................................................................................................... 58 1-09.7 Mobilization ......................................................................................................................... 58 1-09.9 Payments ............................................................................................................................. 58 1-09.11 Disputes and Claims........................................................................................................... 62 1-09.13 Claims and Resolutions ...................................................................................................... 63 1-09.14 Payment Schedule ............................................................................................................. 64 1-10 TEMPORARY TRAFFIC CONTROL ...................................................................................... 109 1-10.1 General .............................................................................................................................. 109 1-10.3 Traffic Control Labor, Procedures, and Devices ................................................................. 111 1-10.4 Measurement .................................................................................................................... 116 1-10.5 Payment ............................................................................................................................. 116 1-11 RENTON SURVEYING STANDARDS .................................................................................... 116 1-11.2 Materials ........................................................................................................................... 121 2-01 CLEARING, GRUBBING, AND ROADSIDE CLEANUP ............................................................ 122 2-01.1 Description ......................................................................................................................... 122 2-01.2 Disposal of Usable Material and Debris ............................................................................ 122 2-02 REMOVAL OF STRUCTURE AND OBSTRUCTIONS ............................................................... 122 2-03 ROADWAY EXCAVATION AND EMBANKMENT ................................................................... 123 2-03.3 Construction Requirements ............................................................................................... 123 2-05 CONTAMINATED SOIL AND WATER .................................................................................. 124 2-05.1 Description ......................................................................................................................... 124 2-05.2 Vacant ................................................................................................................................ 124 2-05.3 Construction Requirements ............................................................................................... 124 2-06 SUBGRADE PREPARATION ............................................................................................... 130 11/12/2020 iv 2-06.2 Subgrade to be Incidental ................................................................................................. 130 2-09 STRUCTURE EXCAVATION ................................................................................................ 131 2-09.1 Description ......................................................................................................................... 131 5-04 HOT MIX ASPHALT .......................................................................................................... 135 5-04.1 Description ......................................................................................................................... 135 5-04.2 Materials ........................................................................................................................... 135 5-04.3 Construction Requirements ............................................................................................... 138 5-05 CEMENT CONCRETE PAVEMENT ....................................................................................... 162 5-05.1 Description ......................................................................................................................... 162 5-05.2 Materials ........................................................................................................................... 162 5-05.3 Construction Requirements ............................................................................................... 163 5-06 TEMPORARY RESTORATION IN PAVEMENT AREA .............................................................. 164 5-06.1 Description ......................................................................................................................... 165 5-06.2 Materials ........................................................................................................................... 165 5-06.3 Construction Requirements ............................................................................................... 165 6-02 CONCRETE STRUCTURES .................................................................................................. 166 6-02.1 Description ......................................................................................................................... 166 6-02.2 Materials ........................................................................................................................... 166 6-02.3 Construction Requirements ............................................................................................... 166 6-03 STEEL STRUCTURES ......................................................................................................... 167 6-03.1 Description ......................................................................................................................... 167 6-03.2 Materials ........................................................................................................................... 167 6-03.3 Construction Requirements ............................................................................................... 167 6-05 PILING ............................................................................................................................ 168 6-05.1 Description ......................................................................................................................... 168 6-05.2 Materials ........................................................................................................................... 168 7-01 DRAINS ........................................................................................................................... 170 7-01.2 Materials ........................................................................................................................... 170 7-01.3 Construction Requirements ............................................................................................... 170 7-02 CULVERTS ....................................................................................................................... 170 7-02.2 Materials ........................................................................................................................... 170 7-04 STORM SEWERS .............................................................................................................. 171 7-04.2 Materials ........................................................................................................................... 171 11/12/2020 v 7-05 MANHOLES, INLETS, AND CATCH BASINS ......................................................................... 175 7-05.2 Materials ........................................................................................................................... 175 7-05.3 Construction Requirements ............................................................................................... 175 7-06 Construction Dewatering ................................................................................................ 178 7-06.1 Description ......................................................................................................................... 178 7-06.2 Materials - Not used. ......................................................................................................... 182 7-06.3 Construction Requirements ............................................................................................... 182 7-08 GENERAL PIPE INSTALLATION REQUIREMENTS ................................................................. 185 7-08.3 Construction Requirements ............................................................................................... 185 7-09 PIPE AND FITTINGS FOR WATER MAINS ........................................................................... 189 7-10 SETTLEMENT MONITORING ............................................................................................. 198 7-10.1 Description ......................................................................................................................... 198 7-10.2 Materials ........................................................................................................................... 198 7-10.3 Construction Requirements ............................................................................................... 199 7-11 TEMPORARY WATER BY-PASS SYSTEM ............................................................................. 203 7-11.1 Description ......................................................................................................................... 203 7-11.2 Materials ........................................................................................................................... 203 7-11.3 Construction Requirements ............................................................................................... 203 7-12 VALVES FOR WATER MAINS ............................................................................................. 203 7-14 HYDRANTS ...................................................................................................................... 204 7-15 SERVICE CONNECTIONS ................................................................................................... 206 7-15.3 Construction Details........................................................................................................... 206 7-16 CORROSION MONITORING TEST STATIONS AND JOINT BONDING REQUIREMENTS ............ 207 7-16.1 Description ......................................................................................................................... 207 7-16.2 Materials ........................................................................................................................... 208 7-17 SANITARY SEWERS .......................................................................................................... 211 7-17.2 Materials ........................................................................................................................... 211 7-17.3 Construction Requirements ............................................................................................... 212 7-18 SIDE SEWERS .................................................................................................................. 214 7-18.2 Materials ........................................................................................................................... 214 7-19 SEWER CLEANOUTS......................................................................................................... 215 7-19.3 Construction Requirements ............................................................................................... 215 7-19.4 Measurement .................................................................................................................... 215 11/12/2020 vi 7-20 PRE-INSTALLATION CLEANING AND INSPECTION OF SEWER LINES FOR CIPP ...................... 215 7-20.1 Description ......................................................................................................................... 215 7-20.2 Materials ........................................................................................................................... 215 7-20.3 Construction Requirements ............................................................................................... 215 7-21 GENERAL SPECIFICATIONS FOR CURED-IN-PLACE PIPE (CIPP) ............................................ 219 7-21.1 Description ......................................................................................................................... 219 7-21.2 Materials ........................................................................................................................... 223 7-21.3 Construction Requirements ............................................................................................... 226 7-22 RESIN IMPREGNATED FABRIC CIPP ................................................................................... 229 7-22.1 Description ......................................................................................................................... 229 7-22.2 Materials ........................................................................................................................... 229 7-22.3 Construction Requirements ............................................................................................... 230 7-23 RESIN IMPREGNATED FIBERGLASS CIPP ........................................................................... 232 7-23.1 Description ......................................................................................................................... 232 7-23.2 Materials ........................................................................................................................... 234 7-23.3 Construction Requirements ............................................................................................... 235 8-02 ROADSIDE RESTORATION ................................................................................................ 236 8-05 PRE- AND POST- CONSTRUCTION PHOTOGRAPHS AND VIDEO INSPECTION ....................... 240 8-05.1 Materials ........................................................................................................................... 240 8-05.2 Construction Requirements ............................................................................................... 240 8-13 MONUMENT CASES ........................................................................................................ 241 8-13.1 Description ......................................................................................................................... 241 8-13.3 Construction Requirements ............................................................................................... 241 8-14 CEMENT CONCRETE SIDEWALKS ...................................................................................... 242 8-14.2 Materials ............................................................................................................................. 242 8-14.3 Construction Requirements ................................................................................................. 242 8-20 ILLUMINATION, TRAFFIC SIGNAL SYSTEMS, AND ELECTRICAL ............................................ 243 8-22 PAVEMENT MARKING ..................................................................................................... 244 8-22.1 Description ......................................................................................................................... 244 8-22.3 Construction Requirements ............................................................................................... 245 8-23 TEMPORARY PAVEMENT MARKINGS ............................................................................... 246 9-03 AGGREGATES .................................................................................................................. 247 9-03.8 Aggregates for Hot Mix Asphalt ........................................................................................ 247 11/12/2020 vii 9-03.22 Cement-based Grout for Abandoning Existing Utilities (Additional Section) .................. 248 9-05 DRAINAGE STRUCTURES, CULVERTS, AND CONDUITS ....................................................... 248 9-05.4 Steel Culvert Pipe and Pipe Arch (RC) ................................................................................ 248 9-05.9 Steel Spiral Rib Storm Sewer Pipe (RC) .............................................................................. 249 9-05.12 Polyvinyl Chloride (PVC) Pipe ........................................................................................... 250 9-05.14 ABS Composite Sewer Pipe .............................................................................................. 250 9-05.17 Aluminum Spiral Rib Storm Sewer Pipe ........................................................................... 251 9-05.13 Ductile Iron Sewer Pipe .................................................................................................... 251 9-05.20 Corrugated Polyethylene Storm Sewer Pipe (CPEP) ......................................................... 252 9-05.23 High Density Polyethylene Piping .................................................................................... 252 9-05.24 Polypropylene Culvert Pipe, Polypropylene Storm Sewer Pipe, and Polypropylene Sanitary Sewer Pipe ...................................................................................................................................... 252 9-05.50 Manholes ......................................................................................................................... 253 9-05.52 Dense Foam ..................................................................................................................... 254 9-08 PAINTS ........................................................................................................................... 254 9-08.8 Manhole Coating System Products .................................................................................... 254 9-14 EROSION CONTROL AND ROADSIDE PLANTING ................................................................ 255 9-23 CONCRETE CURING MATERIALS AND ADMIXTURES .......................................................... 256 9-23.9 Fly Ash (RC) ........................................................................................................................ 256 9-30 WATER DISTRIBUTION MATERIALS ................................................................................... 256 9-30.1 Pipe .................................................................................................................................... 256 9-30.2 Fittings ............................................................................................................................... 257 9-30.3 Valves ................................................................................................................................. 260 9-30.5 Hydrants ............................................................................................................................ 262 9-30.6 Water Service Connections (2 Inches and Smaller) ............................................................ 263 9-30.7 Corrosion Protection .......................................................................................................... 264 11/12/2020 1 SPECIAL PROVISIONS The work on this project shall be accomplished in accordance with the Standard Specifications for Road, Bridge and Municipal Construction, 2020 edition, as issued by the Washington State Department of Transportation (WSDOT) and the American Public Works Association (APWA), Washington State Chapter (hereafter “Standard Specifications”). The Standard Specifications, as modified or supplemented by the Amendments to the Standard Specifications and these Special Provisions, all of which are made a part of the Contract Documents, shall govern all of the Work. These Special Provisions are made up of both General Special Provisions (GSPs) from various sources, which may have project-specific fill-ins; and project-specific Special Provisions. Each Provision 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. 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, Current Edition • Public Rights-Of-Way Accessibility Guidelines (PROWAG), current edition Contractor shall obtain copies of these publications, at Contractor’s own expense. 1-01 DEFINITIONS AND TERMS 1-01.1 General Section 1-01.1 is supplemented with: (******) Whenever reference is made to the State, State of Washington, Commission, Department of Transportation, Secretary of Transportation, Owner, Contracting Agency or Engineer, such reference shall be deemed to mean the City of Renton acting through its City Council, employees, and duly authorized representatives for all contracts administered by the City of Renton. All references to “State Materials Laboratory” shall be revised to read “Contracting Agency designated location”. 11/12/2020 2 1-01.3 Definitions Section 1-01.3 is revised and supplemented by the following: (******) Act of God "Act of God" means an earthquake, flood, cyclone, or other cataclysmic phenomenon of nature. A rain, windstorm, high water or other natural phenomenon of unusual intensity for the specific locality of the Work, which might reasonably have been anticipated from historical records of the general locality of the Work, shall not be construed as an act of God. Consulting Engineer The Contracting Agency's design consultant, who may or may not administer the construction program for the Contracting Agency. Contract Documents See definition for “Contract”. Contract Price Either the unit price, the unit prices, or lump sum price or prices named in the proposal, or in properly executed change orders. Contract Time The period of time established by the terms and conditions of the Contract within which the Work must be physically completed. Dates Bid Opening Date: The date on which the Contracting Agency publicly opens and reads the bids. Award Date: The date of the formal decision of the Contracting Agency to accept the lowest responsible and responsive Bidder for the Work. Contract Execution Date: The date the Contracting Agency officially binds the agency to the Contract. Notice to Proceed Date: The date stated in the Notice to Proceed on which the Contract Time begins. Substantial Completion Date: The day the Engineer determines the Contracting Agency has full and unrestricted use and benefit of the facilities, both from the operational and safety standpoint, and only minor incidental Work, replacement of temporary substitute facilities, or correction or repair remains for the physical completion of the total contract. Contract Completion Date: The date by which the Work is contractually required to be physically completed. The Contract Completion Date will be stated in the Notice to Proceed. Revisions of this date will be authorized in writing by the Engineer whenever there is an 11/12/2020 3 extension to the Contract time. Completion Date: The day all the Work specified in the Contract is completed and all the obligations of the Contractor under the Contract are fulfilled by the Contractor. Final Acceptance Date: The date the Contracting Agency accepts the Work as complete per the Contract requirements. Day Unless otherwise designated, day(s) as used in the Contract Documents, shall be understood to mean working days. Engineer The City Engineer or duly authorized representative, or an authorized member of a licensed consulting firm retained by the Owner for the construction engineering of a specific public works project. Inspector The Owner’s authorized representative assigned to make necessary observations of the Work performed or being performed, or of materials furnished or being furnished by the Contractor. Notice of Award: The written notice from the Contracting Agency to the successful bidder signifying the Contracting Agency’s acceptance of the bid. Notice to Proceed: The written notice from the Contracting Agency or the Engineer to the Contractor authorizing and directing the Contractor to proceed with Work and establishing the date on which the Contract time begins. Or Equal Where the term "or equal" is used herein, the Contracting Agency, or the Contracting Agency on recommendation of the Engineer, shall be the sole judge of the quality and suitability of the proposed substitution. The responsibility and cost of furnishing necessary evidence, demonstrations, or other information required to obtain the approval of alternative materials or processes by the Owner shall be entirely borne by the Contractor. Owner The City of Renton or its authorized representative also referred to as Contracting Agency. Performance and Payment Bond Same as “Contract Bond” defined in the Standard Specifications. Plans The Contract Plans and/or Standard Plans which show location, character, and dimensions of prescribed Work including layouts, profiles, cross-sections, and other details. Drawings may either be bound in the same book as the balance of the Contract Documents or bound in separate sets, and are a part of the Contract Documents, regardless of the method of binding. The terms "Standard Drawings" or "Standard Plans" generally used in Specifications refers to drawings bound either with the specification documents or included with the Plans or the City of Renton Standard Plans. 11/12/2020 4 Points Wherever reference is made to the Engineer ’s points, this shall mean all marks, benchmarks, reference points, stakes, hubs, tack, etc., established by the Engineer for maintaining horizontal and vertical control of the Work. Provide Means “furnish and install” as specified and shown in the Plans. Secretary, Secretary of Transportation The chief executive officer of the Department and other authorized representatives. The chief executive officer to the Department shall also refer to the Department of Public Works Administrator. Shop Drawings Same as “Working Drawings” defined in the Standard Specifications. Special Provisions Modifications to the Standard Specifications and their amendments that apply to an individual project. The special provisions may describe Work the Specifications do not cover. Such Work shall comply first with the Special Provisions and then with any Specifications that apply. The Contractor shall include all costs of doing this Work within the bid prices. State The state of Washington acting through its representatives. The State shall also refer to The City of Renton and its authorized representatives where applicable. Supplemental Drawings and Instructions Additional instructions by the Engineer at request of the Contractor by means of drawings or documents necessary, in the opinion of the Engineer, for the proper execution of the Work. Such drawings and instructions are consistent with the Contract Documents. Traffic Both vehicular and non-vehicular traffic, such as pedestrians, bicyclists, wheelchairs, and equestrian traffic. Utility Public or private fixed improvement for the transportation of fluids, gases, power, signals, or communications and shall be understood to include tracks, overhead and underground wires, cables, pipelines, conduits, ducts, sewers, or storm drains. 11/12/2020 5 1-02 BID PROCEDURES AND CONDITIONS 1-02.1 Prequalification of Bidders Delete this Section and replace it with the following: (******) Bidders shall be qualified by experience, financing, equipment, and organization to do the Work called for in the Contract Documents. The Contracting Agency reserves the right to take whatever action it deems necessary to ascertain the ability of the bidder to perform the Work satisfactorily. 1-02.2 Plans and Specifications Delete this Section and replace it with the following: (******) Information as to where Bid Documents can be obtained or reviewed will be found in the Call for Bids (Advertisement for Bids) for the Work. After award of the Contract, Plans and Specifications will be issued to the Contractor at no cost as detailed below: To Prime Contractor No. of Sets Basis of Distribution Reduced Plans (11” x 17”) and contract provisions 4 Furnished automatically upon award Large Plans (22” x 34”) 4 Furnished only upon request Additional Plans and Contract Provisions may be purchased by the Contractor by payment of the cost stated in the Call for Bids. 1-02.4(2) Subsurface Information Section 1-02.4(2) is supplemented with the following: (******) If a geotechnical study was prepared for the project, then the findings and recommendations are summarized in a report which is made available for the bidders’ convenience but is not a part of the contract. 11/12/2020 6 1-02.5 Proposal Forms Delete this Section and replace it with the following: (******) At the request of the bidder, the Contracting Agency will provide a proposal form for any project on which the bidder is eligible to bid. The proposal form will identify the project and its location and describe the Work. It will also list estimated quantities, units of measurement, the items of Work, and the materials to be furnished at the unit bid prices. The bidder shall complete spaces on the proposal form that call for, but are not limited to, unit bid prices; extensions; summations; the total bid amount; signatures; date; and, where applicable, retail sales taxes and acknowledgement of addenda; the bidder’s name, address, telephone number, and signature; and a State of Washington Contractor’s Registration Number. Bids shall be completed by typing or shall be printed in ink by hand, preferably in black ink. The required certifications are included as part of the proposal form. The Contracting Agency reserves the right to arrange the proposal forms with alternates and additives if such be to the advantage of the Contracting Agency. The bidder shall bid on all alternates and additives set forth in the proposal forms unless otherwise specified. Any correction to a bid made by interlineations, alteration, or erasure, shall be initialed by the signer of the bid. The bidder shall make no stipulation on the Bid Form, nor qualify the bid in any manner. A bid by a corporation shall be executed in the corporate name, by the president or a vice president (Or other corporate officer accompanied by evidence of authority to sign). A bid by a partnership shall be executed in the partnership name and signed by a partner. A copy of the partnership agreement shall be submitted with the Bid Form if any D/M/WBE requirements are to be satisfied through such an agreement. A bid by a joint venture shall be executed in the joint venture name and signed by a member of the joint venture. A copy of the joint venture agreement shall be submitted with the Bid Form if any D/W/MBE requirements are to be satisfied through such an agreement. 1-02.6 Preparation of Proposal Section 1-02.6 is supplemented with: Supplement the second paragraph with the following: ****** 4. If a minimum bid amount has been established for any item, the unit or lump sum price must equal or exceed the minimum amount stated. 5. Any correction to a bid made by interlineation, alteration, or erasure, shall be initialed by the signer of the bid. 11/12/2020 7 Delete the last paragraph, and replace it with the following: The Bidder shall make no stipulation on the Bid Form, nor qualify the bid in any manner. A bid by a corporation shall be executed in the corporate name, by the president or a vice president (or other corporate officer accompanied by evidence of authority to sign). A bid by a partnership shall be executed in the partnership name and signed by a partner. A copy of the partnership agreement shall be submitted with the Bid Form if any D/M/WBE requirements are to be satisfied through such an agreement. A bid by a joint venture shall be executed in the joint venture name and signed by a member of the joint venture. A copy of the joint venture agreement shall be submitted with the Bid Form if any D/W/MBE requirements are to be satisfied through such an agreement. 1-02.6(1) Proprietary Information 1-02.6(1) is a new Section. (******) Vendors should, in the bid proposal, identify clearly any material(s), which constitute "(valuable) formula, designs drawings, and research data" so as to be exempt from public disclosure, RCW 42.56.210, or any materials otherwise claimed to be exempt, along with a Statement of the basis for such claim of exemption. The Department (or State) will give notice to the vendor of any request for disclosure of such information received within 5 (five) years from the date of submission. Failure to so label such materials or failure to timely respond after notice of request for public disclosure has been given shall be deemed a waiver by the submitting vendor of any claim that such materials are, in fact, so exempt. 1-02.7 Bid Deposit Section 1-02.7 is supplemented with the following: (******) Bid Bonds shall contain the following: 1. Number assigned to the project by the Contracting Agency; 2. Name of the project; 3. The Contracting Agency named as obligee; 4. The amount of the bid bond stated either as a dollar figure or as a percentage which represents five percent of the maximum bid amount that could be awarded; 5. Signature of the bidder’s officer empowered to sign official statements. The signature of the person authorized to submit the bid should agree with the signature on the bond, and the title of the person must accompany said signature; 6. The signature of the surety’s officer empowered to sign the bond form included in the Contract Provision. 11/12/2020 8 1-02.9 Delivery of Proposal Revise the first paragraph to read: (******) Each proposal shall be submitted in a sealed envelope, with Project Name and Project Number clearly marked on the outside of the envelope as stated in the Call for Bids, or as otherwise stated in the Bid Documents. 1-02.12 Public Opening of Proposals Section 1-02.12 is supplemented with the following: (******) The Contracting Agency reserves the right to postpone the date and time for bid opening. Notification to bidder will be by addenda. 1-02.13 Irregular Proposals Revise item I to read: (******) 1. A proposal will be considered irregular and will be rejected if: a. The bidder is not prequalified when so required; b. The authorized proposal form furnished by the Contracting Agency is not used or is altered; c. The complete proposal form contains any unauthorized additions, deletions, alternate bids, or conditions; d. The bidder adds provisions reserving the right to reject or accept the award, or enter into the Contract; e. A price per unit cannot be determined from the bid proposal; f. The proposal form is not properly executed; g. The bidder fails to submit or properly complete a subcontractor list, if applicable, as required in Section 1-2.6 h. The bidder fails to submit or properly complete a Disadvantaged, Minority or Women’s Business Enterprise Certification, if applicable, as required in Section 1-02.6; or i. The bid proposal does not constitute a definite and unqualified offer to meet the material terms of the bid invitation. j. More than one proposal is submitted for the same project from a Bidder under the same or different names. 11/12/2020 9 1-02.14 Disqualification of Bidders Revise this section to read: (******) 1. A bidder will be deemed not responsible and the proposal rejected if the bidder does not meet the responsibility criteria in RCW 39.04. 2. A bidder may be deemed not responsible and the proposal rejected if: a. More than one proposal is submitted for the same project from a bidder under the same or different names; b. Evidence of collusion exists with any other bidder or potential bidder. Participants in collusion will be restricted from submitting further bids; c. The bidder, in the opinion of the Contracting Agency, is not qualified for the Work or to the full extent of the bid, or to the extent that the bid exceeds the authorized prequalification amount as may have been determined by a prequalification of the bidder; d. An unsatisfactory performance record exists based on past or current Contracting Agency Work or for Work done for others, as judged from the standpoint of conduct of the Work; workmanship; progress; affirmative action; equal employment opportunity practices; or Disadvantaged Enterprise, Minority Enterprise, or Women’s Business Enterprise utilization. e. There is uncompleted Work (Contracting Agency or otherwise) which might hinder or prevent the prompt completion of the Work bid upon; f. The bidder failed to settle bills for labor or materials on past or current contracts; g. The bidder has failed to complete a written public contract or has been convicted of a crime arising from a previous public contract; h. The bidder is unable, financially or otherwise, to perform the Work; i. A bidder is not authorized to do business in the State of Washington (not registered in accordance with RCW 18.27) j. There are any other reasons deemed proper by the Contracting Agency. 1-02.15 Pre-Award Information Revise this section to read: (******) Before awarding any contract, the Contracting Agency may require one or more of these items or actions of: 1. A complete statement of the origin, composition, and manufacture of any or all materials to be used; 2. Samples of these materials for quality and fitness tests; 3. A progress schedule (in a form the Contracting Agency requires) showing the order of time required for the various phases of Work; 4. A breakdown of costs assigned to any bid item; 5. Attendance at a conference with the Engineer or representatives of the Engineer; 11/12/2020 10 6. Obtain, and furnish a copy of, a business license to do business in the city and/or county where the Work is located; 7. A copy of State of Washington Contractor’s Registration; or 8. Any other information or action taken that is deemed necessary to ensure that the bidder is the lowest responsible bidder. 1-03 AWARD AND EXECUTION OF CONTRACT 1-03.1 Consideration of bids Section 1-03.1 is supplemented with the following: (******) All bids will be based on total sum of all schedules of prices. No partial bids will be accepted unless so stated in the call for bids or special provisions. The City reserves the right to award all or any schedule of a bid to the lowest bidder at its discretion. 1-03.2 Award of Contract Section 1-03.2 is supplemented with the following: (******) The Contract, bond form, and all other forms requiring execution, together with a list of all other forms or documents required to be submitted by the successful bidder, will be forwarded to the successful bidder within 10 days of the award. The number of copies to be executed by the Contractor shall be determined by the Contracting Agency. 1-03.3 Execution of Contract Section 1-03.3 is revised and supplemented as follows: (******) Within 10 calendar days after receipt from the City of the forms and documents required to be completed by the Contractor, the successful bidder shall return the signed Contracting Agency- prepared contract, an insurance certification as required by Section 1-07.18, and a satisfactory bond as required by law and Section 1-03.4. Before execution of the Contract by the Contracting Agency, the successful bidder shall provide any pre-award information the Contracting Agency may require under Section 1-02.15. Until the Contracting Agency executes a contract, no proposal shall bind the Contracting Agency nor shall any Work begin within the project limits or within Contracting Agency-furnished sites. The Contractor shall bear all risks for any Work begun outside such areas and for any materials ordered before the Contract is executed by the Contracting Agency. If the bidder experiences circumstances beyond their control that prevents return of the Contract documents within 10 calendar days after the award date, the Contracting Agency may grant up to a 11/12/2020 11 maximum of 10 additional calendar days for return of the documents, provided the Contracting Agency deems the circumstances warrant it. The Contracting Agency is prohibited by RCW 39.06.010 from executing a contract with a Contractor who is not registered or licensed as required by the laws of the state. In addition, the Contracting Agency requires persons doing business with the Contracting Agency to possess a valid City of Renton business license prior to award. When the Bid Form provides spaces for a business license number, a Washington State Contractors registration number, or both the Bidder shall insert such information in the spaces provided. The Contracting Agency requires legible copies of the Contractor's Registration and business license be submitted to the Engineer as part of the Contracting Agency's post-award information and evaluation activities. 1-03.4 Contract Bond Revise the first paragraph to read: (******) The successful bidder shall provide an executed contract bond for the full contract amount. This contract bond shall: 1. Be on the Contracting Agency-furnished form; 2. Be signed by an approved surety (or sureties) that: a. Is registered with the Washington State Insurance Commissioner, and b. Appears on the current Authorized Insurance List in the State of Washington published by the Office of the Insurance Commissioner; 3. Be conditioned upon the faithful performance of the Contract by the Contractor within the prescribed time; 4. Guarantee that the surety shall indemnify, defend, and protect the Contracting Agency against any claim of direct or indirect loss resulting from the failure: a. Of the Contractor (or any of the employees, subcontractors, or lower tier subcontractors of the Contractor) to faithfully perform the Contract, or b. Of the Contractor (subcontractors, or lower tier subcontractors of the Contractor) to pay all laborers, mechanics, subcontractors, lower tie subcontractors, material person, or any other person who provides supplies or provisions for carrying out Work; 5. Be accompanied by a power of attorney for the Surety’s officer empowered to sign the bond; and 6. Be signed by an officer of the Contractor empowered to sign official statements (sole proprietor or partner). If the Contractor is a corporation, the bond must be signed by the president or vice-president, unless accompanied by a written proof of the authority of the 11/12/2020 12 individual signing the bond to bind the corporation (i.e., corporate resolution, power of attorney or a letter to such effect by the president or vice-president). 1-03.7 Judicial Review Revise the last sentence to read: The venue of all causes of action arising from the advertisement, award, execution, and performance of the Contract shall be in the Superior Court of the County where the Contracting Agency’s headquarters are located. 1-04 SCOPE OF WORK 1-04.2 Coordination of Contract Documents, Plans, Special Provisions Specifications, and Addenda Revise the second paragraph to read: (******) Any inconsistency in the parts of the Contract shall be resolved by following this order of precedence (e.g., 1 presiding over 2, 2 over 3, 3 over 4, and so forth): 1. Addenda 2. Proposal Form 3. Provisions 4. Contract Plans 5. Contracting Agency’s Standard Plans (if any) 6. Amendments to the Standard Specifications 7. WSDOT/APWA Standard Specifications for Road, Bridge and Municipal Construction 8. WSDOT/APWA Standard Plans for Road, Bridge and Municipal Construction 1-04.4(1) Minor Changes Section 1-04.4(1) is supplemented as follows: (******) Payments and credits will be determined in accordance with Section 1-09.4 of the Standard Specifications. For the purpose of providing a common proposal for all bidders, the Contracting Agency may have entered an amount for “Minor Change” in the Proposal to become a part of the total bid by the Contractor. 1-04.6 Variation in Estimated Quantities Section 1-04.6 is supplemented as follows: The quantities for the following bid items 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 11/12/2020 13 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: • Non-Structural Shoring or Extra Excavation, Class B • Structural Shoring • Flaggers • Uniformed Police Officer • Select Imported Trench Backfill • Crushed Surfacing Top Course • Hot Mix Asphalt Patch • Hot Mix Asphalt Overlay • Removal and Replacement of Unsuitable Foundation Material • Site Specific Utility Potholing • Replace Survey Monument • Sawcutting Asphalt Pavement • Construction Geotextile • Controlled Density Fill • Soil Sampling and Testing • Contaminated Soil Excavation, Haul, and Disposal • Connect Existing Lateral to New Storm Pipe 1-04.8 Progress Estimates and Payments Section 1-04.8 is supplemented as follows: (******) The Contractor is encouraged to provide to the Engineer prior to progress payments an estimate of “Lump Sum” Work accomplished to date. The Engineer's calculations and decisions shall be final in regard to the actual percentage of any lump sum pay item accomplished and eligible for payment unless another specific method of calculating lump sum payments is provided elsewhere in the Specifications. 1-04.11 Final Cleanup Section 1-04.11 is supplemented as follows: (******) All salvage material as noted on the Plans and taken from any of the discarded facilities shall, at the Engineer's discretion, be carefully salvaged and delivered to the City shops. Any cost incurred in salvaging and delivering such items shall be considered incidental to the project and no compensation will be made. The Contract price for "Finish and Cleanup, Lump Sum," shall be full compensation for all Work, equipment and materials required to perform final cleanup. If this pay item does not appear in the Contract Documents, then final cleanup shall be considered incidental to the Contract and to other pay item and no further compensation shall be made. 11/12/2020 14 1-04.12 Contractor-Discovered Discrepancies 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. 1-05 CONTROL OF WORK 1-05.4 Conformity with and Deviation from Plans and Stakes Section 1-05.4 is supplemented with the following: (******) If the project calls for the Contractor supplied surveying, the Contractor shall provide all required survey Work, including such Work as mentioned in Sections 1-05, 1-11 and elsewhere in these Specifications as being provided by the Engineer. All costs for this survey Work shall be included in "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 11/12/2020 15 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 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 included in the contracts. 1-05.4(1) Contractor Supplied Surveying 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 supervision of a professional land surveyor licensed by the State of Washington. All survey Work shall be done in accordance with Sections 1-05.4 and 1- 11. The Contractor and/or the Surveyor shall inform the Engineer in writing of any errors, discrepancies, and omissions to the Plans that prevent the Contractor and/or the Surveyor from constructing the project in a manner satisfactory to the Engineer. All errors, discrepancies, and omissions must be corrected to the satisfaction of the Engineer before the survey Work may be continued. The Contractor shall coordinate his Work with the Surveyor and perform his operations in a manner to protect all survey stakes from harm. The Contractor shall inform the Surveyor of the Contractor's intent to remove any survey stakes and/or points before physically removing them. 11/12/2020 16 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 Section 1-05.4(2) is a new section: (******) It shall be the Contractors responsibility to record the location prior to the backfilling of the trenches, by centerline station, offset, and depth below pavement, of all existing utilities uncovered or crossed during his Work as covered under this project. It shall be the Contractor’s responsibility to have his Surveyor locate 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 notes of the Contractor locating existing utilities, and one set of white prints of the project drawings upon which he has plotted the as-built location of the new Work as he recorded in the field book(s). This drawing shall bear the Surveyor’s seal and signature certifying its accuracy. 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 Removal of Defective and/or Unauthorized Work Section 1-05.7 is supplemented as follows: (******) Upon written notice from the Engineer, the Contractor shall promptly replace and re-execute Work by Contractor forces, in accordance with the intent of the Contract and without expense to the Owner, and shall bear the expense of making good all Work of other contractors destroyed or damaged by 11/12/2020 17 such removal or replacement. If the Contractor does not remove such condemned Work and materials and commence re-execution of the Work within 7 calendar days of written notice from the Engineer, or fails to perform any part of the Work required by the Contract Documents, the Owner may correct and remedy such Work as may be identified in the written notice, with Contracting Agency forces or by such other means as the Contracting Agency may deem necessary. In that case, the Owner may store removed material. Direct or indirect costs incurred by the Contracting Agency attributable to correcting and remedying defective or unauthorized Work, or Work the Contractor failed or refused to perform, shall be paid by the Contractor. Payment will be deducted by the Engineer from monies due, or to become due, the Contractor. Such direct and indirect costs shall include in particular, but without limitation, compensation for additional professional services required, and costs for repair and replacement of Work of others destroyed or damaged by correction, removal, or replacement of the Contractor’s unauthorized Work. If sufficient funds do not remain in the Contract and the Contractor does not pay the cost of such removal and storage within 10 calendar days from the date of the notice to the Contractor of the fact of such removal, the Owner may, upon an additional 10 calendar days written notice, sell such materials at public or private sale, and deduct all costs and expenses incurred from monies due to the Contractor, including costs of sale, and accounting to Contractor for the net proceeds remaining. The Owner may bid at any such sale. The Contractor shall be liable to the Owner for the amount of any deficiency from any funds otherwise due the Contractor. If the Contractor fails to comply with a written order to remedy what the Engineer determines to be an emergency situation, the Engineer may have the defective and unauthorized Work corrected immediately, have the rejected Work removed and replaced, or have Work the Contractor refuses to perform completed by using Contracting Agency or other forces. An emergency situation is any situation when, in the opinion of the Engineer, a delay in its remedy could be potentially unsafe, or might cause serious risk of loss or damage to the public, the Property Owner and the Property Owner’s property. No adjustment in contract time or compensation will be allowed because of the delay in the performance of the Work attributable to the exercise of the Contracting Agency’s rights provided by this section. The rights exercised under the provisions of this section shall not diminish the Contracting Agency’s right to pursue any other avenue for additional remedy or damages with respect to the Contractor’s failure to perform the Work as required. 1-05.10 Guarantees Section 1-05.10 is supplemented as follows: (******) If within one year after the Acceptance Date of the Work by the Contracting Agency, defective and/or unauthorized Work is discovered, the Contractor shall promptly, upon written order by the Contracting Agency, return and in accordance with the Engineer’s instructions, either correct such Work, or if such 11/12/2020 18 Work has been rejected by the Engineer, remove it from the project site and replace it with non- defective and authorized Work, all without cost to the Contracting Agency. If the Contractor does not promptly comply with the written order to correct defective and/or unauthorized Work, or if an emergency exists, the Contracting Agency reserves the right to have defective and/or unauthorized Work corrected or removed and replaced pursuant to Section 1-05.7 “Removal of Defective and/or Unauthorized Work.” The Contractor agrees the above one year limitation shall not exclude or diminish the Contracting Agency’s rights under any law to obtain damages and recover costs resulting from defective and/or unauthorized Work discovered after one year but prior to the expiration of the legal time period set forth in RCW 4.16.040 limiting actions upon a contract in writing, or liability expressed of implied arising out of a written agreement. The Contractor shall warrant good title to all materials, supplies, and equipment purchased for, or incorporated in the Work. Nothing contained in this paragraph, however, shall defeat or impair the right of persons furnishing materials or labor, to recover under any bond given by the Contractor for their protection, or any rights under any law permitting such persons to look to funds due the Contractor in the hands of the Contracting Agency. The provisions of this paragraph shall be inserted in all subcontracts and material contracts and notice of its provisions shall be given to all persons furnishing materials for the Work when no formal contract is entered into for such materials. 1-05.11 Final Inspection 1-05.11(1) Substantial Completion Date Section 1-05.11(1) is a new section: (******) When the Contractor considers the Work to be substantially complete, the Contractor shall so notify the Engineer and request the Engineer establish the Substantial Completion Date. The Engineer will schedule an inspection of the Work with the Contractor to determine the status of completion. To be considered substantially complete the following conditions must be met: 1. The Contracting Agency must have full and unrestricted use and benefit of the facilities both from the operational and safety standpoint. 2. Only minor incidental Work, replacement of temporary substitute facilities, or correction of repair Work remains to reach physical completion of the Work. The Contractor’s request shall list the specific items of Work in subparagraph two above that remains to be completed in order to reach physical completion. The Engineer may also establish the Substantial Completion Date unilaterally. If after this inspection, the Engineer concurs with the Contractor that the Work is substantially complete and ready for its intended use, the Engineer, by written notice to the Contractor, will set the 11/12/2020 19 Substantial Completion Date. If, after this inspection the Engineer does not consider the Work substantially complete and ready for its intended use, the Engineer will, by written notice, so notify the Contractor giving the reasons therefore. Upon receipt of written notice concurring in or denying substantial completion, whichever is applicable, the Contractor shall pursue vigorously, diligently and without unauthorized interruption, the Work necessary to reach Substantial and Physical Completion. The Contractor shall provide the Engineer with a revised schedule indicating when the Contractor expects to reach substantial and physical completion of the Work. The above process shall be repeated until the Engineer establishes the Substantial Completion Date and the Contractor considers the Work physically complete and ready for Final Inspection. 1-05.11(2) Final Inspection and Physical Completion Date Section 1-05.11(2) is a new Section: (******) When the Contractor considers the Work physically complete and ready for Final Inspection, the Contractor, by Written Notice, shall request the Engineer to schedule a final inspection. The Engineer will set a date for Final Inspection. The Engineer and the Contractor will then make a final inspection and the Engineer will notify the Contractor in writing of all particulars in which the Final Inspection reveals the Work incomplete or unacceptable. The Contractor shall immediately take such corrective measures as are necessary to remedy the listed deficiencies. Corrective Work shall be pursued vigorously, diligently, and without interruption until physical completion of the listed deficiencies. This process will continue until the Engineer is satisfied the listed deficiencies have been corrected. If action to correct the listed deficiencies is not initiated within 7 days after receipt of the Written Notice listing the deficiencies, the Engineer may, upon Written Notice to the Contractor, take whatever steps are necessary to correct those deficiencies pursuant to Section 1-05.7. 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 all the obligations of the Contractor under the Contract have been fulfilled. 1-05.11(3) Operational Testing Section 1-05.11(3) is a new section: (******) Unless otherwise noted in the Contract Documents, the Contractor shall give the Engineer a minimum of 3 working days’ notice of the time for each test and inspection. If the inspection is by another authority than the Engineer, the Contractor shall give the Engineer a minimum of 3 working days’ notice of the date fixed for such inspection. Required certificates of inspection by other authority than 11/12/2020 20 the Engineer shall be secured by the Contractor. It is the intent of the Contracting Agency to have at the Physical Completion Date a complete and operable system. Therefore, when the Work involves the installation of machinery or other mechanical equipment; street lighting, electrical distribution or signal systems; irrigation systems; buildings; or other similar Work, it may be desirable for the Engineer to have the Contractor operate and test the Work for a period of time, after final inspection but prior to the physical completion date. Whenever items of Work are listed in the Contract Provisions for operational testing, they shall be fully tested under operating conditions for the time period specified to ensure their acceptability prior to the Physical Completion Date. During and following the test period, the Contractor shall correct any items of workmanship, materials, or equipment which prove faulty, or that are not in first class operating condition. Equipment, electrical controls, meters, or other devices and equipment to be tested during this period shall be tested under the observation of the Engineer, so that the Engineer may determine their suitability for the purpose for which they were installed. The Physical Completion Date cannot be established until testing and corrections have been completed to the satisfaction of the Engineer. The costs for power, gas, labor, material, supplies, and everything else needed to successfully complete operational testing, shall be included in the unit contract prices related to the system being tested, unless specifically set forth otherwise in the proposal. Operational and test periods, when required by the Engineer, shall not affect a manufacturer’s guaranties or warranties furnished under the terms of the Contract. 1-05.12 Final Acceptance The third and fourth sentences in paragraph 1 are deleted and replaced with: (******) The Final Acceptance date shall be that date in which the Renton City Council formally approves acceptance of the work. 1-05.13 Superintendents, Labor and Equipment of Contractor Revise the last paragraph to read: (******) Whenever the Contracting Agency evaluates the Contractor’s qualifications pursuant to Section 1- 02.1, the Contracting Agency will take these performance reports into account. 1-05.14 Cooperation with Other Contractors Section 1-05.14 is supplemented as follows: (******) The Contractor shall afford the Owner and other contractors working in the area reasonable 11/12/2020 21 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. The City of Renton is currently constructing the Williams Ave S and Wells Ave S Conversion Project in downtown Renton. Coordination with the contractor may be required to avoid overlap of work zones. Construction is anticipated to last until approximately January 2021. 1-05.16 Water and Power Section 1-05.16 is a new Section: (******) The Contractor shall make necessary arrangements and shall bear the costs for power and water necessary for the performance of the Work unless the Contract includes power and water as a pay item. 1-05.17 Oral Agreements Section 1-05.17 is a new section: (******) No oral agreement or conversation with any officer, agent, or employee of the Contracting Agency, either before or after execution of the Contract, shall affect or modify any of the terms or obligations contained in any of the documents comprising the Contract. Such oral agreement or conversation shall be considered as unofficial information and in no way binding upon the Contracting Agency, unless subsequently put in writing and signed by the Contracting Agency. 1-05.18 Contractor's Daily Diary Section 1-05.18 is a new section: (******) The Contractor and subcontractors shall maintain and provide to the Engineer a Daily Diary Record of this Work. This diary will be created by pen entries in a hardbound diary book of the type that is 11/12/2020 22 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 Owner, or any third party in any manner. 5. Listing of any materials received and stored on- or off-site by the Contractor for future installation, to include the manner of storage and protection of the same. 6. Listing of materials installed during each day. 7. List of all subcontractors working on-site during each day. 8. Listing of the number of the Contractor's employees working during each day by category of employment. 9. Listing of the Contractor's equipment working on the site during each day. Idle equipment on the site shall be listed and designated as idle. 10. Notations to explain inspections, testing, stake-out, and all other services furnished by the Owner or other party during each day. 11. Entries to verify the daily (including non-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 Owner that the Daily Diary maintained by the Contractor shall be the “Contractor's Book of Original Entry” for the documentation of any potential claims or disputes that might arise during this contract. Failure of the Contractor to maintain this diary in the manner described above will constitute a waiver of any such claims or disputes by the Contractor. The Engineer or other Owner’s representative on the job site will also complete a Daily Construction Report. 11/12/2020 23 1-06 CONTROL OF MATERIAL 1-06.1 Approval of Materials Prior to Use Section 1-06.1 is supplemented as follows: (******) The materials and equipment lists submitted to the Engineer at the Preconstruction Conference shall include the quantity, manufacturer, and model number, if applicable, of materials and equipment to be installed under the Contract. This list will be checked by the Engineer as to conformity with the Contract Documents. The Engineer will review the lists within 10 working days, noting required corrections. The Contractor shall make required corrections and file 2 corrected copies with the Engineer within one week after receipt of required corrections. The Engineer's review and acceptance of the lists shall not relieve the Contractor from responsibility for suitability for the intended purpose, nor for deviations from the Contract Documents. 1-06.2(1) Samples and Tests for Acceptance Section 1-06.2(1) is supplemented as follows: (******) The finished Work shall be in accordance with approved samples. Approval of samples by the Engineer does not relieve the Contractor of responsibility for performance of the Work in accordance with the Contract Documents. 1-06.2(2) Statistical Evaluation of Materials for Acceptance Section 1-06.02(2) is supplemented by adding the following: (******) Unless stated otherwise in the special provisions, statistical evaluation will not be used by the City of Renton. 1-06.6 Recycled Materials The first paragraph of Section 1-06.6 is deleted and replaced with the following: (******) The Contractor shall make an 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. 11/12/2020 24 1-07 LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC 1-07.1 Laws to be Observed Section 1-07.1 is supplemented as follows: (******) In response to COVID, and the prospect of additional public health emergencies of a similar nature, the Contractor shall prepare a project specific comprehensive exposure control, mitigation, and recovery plan (ECMP) in conformance with Section 1-07.4 and the Washington State Governor’s Job Site Requirements, as they may be updated or amended from time to time, as well as any statutes that may be enacted related to job site protocols during a public health emergency. The Contractor shall erect and properly maintain, at all times, as required by the conditions and progress of the Work, all necessary safeguards for protection of workers and the public; shall post danger signs warning against known or unusual hazards; and shall designate as Safety Supervisor, a responsible employee on the construction site whose duty shall be the enforcement of safety. The name and position of such person so designated shall be reported in writing to the Engineer by the Contractor. The Contractor shall, at all times, enforce strict discipline and good order among all employees and shall not employ any person unfit or not skilled in the Work assigned to him/her. Necessary sanitation conveniences for the use of the workers on the job, properly secluded from public observation, shall be provided and maintained by the Contractor. 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. 11/12/2020 25 1-07.2 State Sales Tax Delete this section, including its sub-sections, in its entirety and replace it with the following: (******) 1-07.2(1) General The Washington State Department of Revenue has issued special rules on the state sales tax. Sections 1-07.2(1) through 1-07.2(4) are meant to clarify those rules. The Contractor should contact the Washington State Department of Revenue for answers to questions in this area. The Contracting Agency will not adjust its payment if the Contractor bases a bid on a misunderstood tax liability. The Contractor shall include all Contractor-paid taxes in the unit bid prices or other contract amounts. In some cases, however, state retail sales tax will not be included. Section 1-07.2(3) describes this exception. The Contracting Agency will pay the retained percentage only if the Contractor has obtained from the Washington State Department of Revenue a certificate showing that all contract-related taxes have been paid (RCW 60.28.050). The Contracting Agency may deduct from its payments to the Contractor any amount the Contractor may owe the Washington State Department of Revenue, whether the amount owed relates to this contract or not. Any amount so deducted will be paid into the proper state fund 1-07.2(2) State Sales Tax – Rule 171 WAC 458-20-171, and its related rules, apply to building, repairing, or improving streets, roads, etc., which are owned by a municipal corporation, or political subdivision of the state, or by the United States, and which are used primarily for foot or vehicular traffic. This includes storm or combined sewer systems within and included as part of the street or road drainage system, and power lines when such are part of the roadway lighting system. For Work performed in such cases, the Contractor shall include Washington State Retail Sales Taxes in the various unit bid item prices, or other contract amounts, including those that the Contractor pays on the purchase of the materials, equipment, or supplies used or consumed in doing the Work. 1-07.2(2) State Sales Tax – Rule 170 WAC 458-20-170, and its related rules, applies to the constructing and repairing of new or existing buildings, or other structures, upon real property. This includes, but is not limited to; the construction of streets, roads, highways, etc., owned by the state of Washington; water mains and their appurtenances; sanitary sewers and sewage disposal systems unless such sewers and disposal systems are within, and a part of, a street or road drainage system; telephone, telegraph, electrical power distribution lines, or other conduits or lines in or above streets or roads, unless such power lines become a part of a street or road lighting system; and installing or attaching of any article of tangible personal property in or to real property, whether or not such personal property becomes a part of the realty by virtue of installation. For Work performed in such cases, the Contractor shall collect from the Contracting Agency, retail sales tax on the full contract price. The Contracting Agency will automatically add this sales tax to 11/12/2020 26 each payment to the Contractor. For this reason, the Contractor shall not include the retail sales tax in the unit bid item prices, or in any other contract amount subject to Rule 170, with the following exception. Exception: The Contracting Agency will not add in sales tax for a payment the Contractor or a subcontractor makes on the purchase or rental of tools, machinery, equipment, or consumable supplies not integrated into the project. Such sales taxes shall be included in the unit bid item prices or in any other contract amount. 1-07.2(4) Services The Contractor shall not collect retail sales tax from the Contracting Agency on any contract wholly for professional or other services (as defined in Washington State Department of Revenue Rules 138 and 244). 1-07.4 Sanitation 1-07.4(2) Health Hazards Section 1-07.4(2) is supplemented with the following: (******) All contractors have a general obligation to keep a safe and healthy worksite in accordance with state and federal law and must comply with worksite-specific safety practices, including but not limited to COVID-19 mitigation protocols and best-practices as outlined by relevant Gubernatorial Proclamation and/or in accordance with the Washington State Department of Labor & Industries General Requirements and Prevention Ideas for Workplaces and the Washington State Department of Health Workplace and Employer Resources & Recommendation https://www.doh.wa.gov/Coronavirus/workplace. Work on site shall not commence until the Contractor has met its obligations under relevant Gubernatorial Proclamation and Washington State Department of Labor & Industries General Requirements. Exposure Control, Mitigation, and Recovery Plan (ECMRP) The Contractor shall prepare a project specific Exposure Control, Mitigation, and Recovery Plan (ECMRP). The ECMRP shall be prepared and submitted as a Type 2 Working Drawing prior to beginning physical Work. The Contractor shall update and resubmit the ECMRP as the work progresses and new activities appear on the look-ahead schedule required under Section 1-08.3(2)D. If the conditions change on the project, or a particular activity, the Contractor shall update and resubmit the ECMRP. Work on any activity shall cease if conditions prevent full compliance with the ECMRP. The ECMRP shall address the health and safety of all people associated with the project including Contracting Agency workers in the field, Contractor personnel, consultants, project staff, subcontractors, suppliers and anyone on the project site, staging areas, or yards. The plan shall 11/12/2020 27 address all elements of the Washington State Governor’s Job Site Requirements. Exposure Control, Mitigation, and Recovery Plan (ECMRP) Inspection The Contractor shall grant full access to the Contracting Agency for ECMRP Inspections. The Contracting Agency will conduct periodic compliance inspections on the project site, staging areas, or yards to verify that any ongoing work activity is following the ECMRP plan. If the Contracting Agency becomes aware of a noncompliance incident either through a site inspection or other means, the Contractor will be notified immediately. The Contractor shall immediately remedy the noncompliance incident or suspend all or part of the associated work activity. If a suspension is necessary, the Contractor shall satisfy the Contracting Agency that the noncompliance incident has been corrected before the suspension will end. Any loss of production associated with implementation of the plan, or as precipitated by the Governor’s Job Site Requirements, shall be included and accounted for when developing the Bid package. 1-07.6 Permits and Licenses Section 1-07.6 is supplemented as follows: (******) The Contractor shall ensure that all necessary permits are obtained and is responsible for reviewing all permits to become familiar with the requirements. The Contractor and all subcontractors of any tier must obtain a City of Renton Business License (Contractor). The permits, easements, and right of entry documents that have been acquired are available for inspection and review. The Contractor shall be required to comply with all conditions of the permits, easements, and rights of entry, at no additional cost to the Owner. The Contractor is required to indemnify the Owner from claims on all easements and rights of entry. All other permits, licenses, etc., shall be the responsibility of the Contractor. The Contractor shall comply with the special provisions and requirements of each. Permits, permission under franchises, licenses, and bonds of a temporary nature necessary for and during the prosecution of the Work, and inspection fees in connection therewith shall be secured and paid for by the Contractor. If the Owner is required to secure such permits, permission under franchises, licenses and bonds, and pay the fees, the costs incurred by the Owner thereby shall be charged against the Contractor and deducted from any funds otherwise due the Contractor. The Contractor is cautioned to review all permits and other Contract Documents and schedule the work activities appropriately to complete the work within the number of days stated in the Contract Document. No additional compensation or extensions to time will be granted to the Contractor due to the time constraints imposed by such documents. The Contractor shall assume all responsibility 11/12/2020 28 for meeting all requirements of all permits. Any fines or penalties incurred by Contracting Agency for not meeting state water quality standards and/or lack of stormwater pollution prevention on this Project shall be deducted from monies otherwise due to Contractor. Any fines assessed directly to Contractor shall be paid directly to the fining authority, at the Contractor’s own cost. 1-07.9 Wages 1-07.9(5) Required Documents Delete the first sentence of the third paragraph, and replace it with the following: (******) The Contractor must submit weekly-certified payrolls for the Contractor and all subcontractors and lower tier subcontractors, regardless of project’s funding source. 1-07.11 Requirements for Non-Discrimination 1-07.11(11) City of Renton Affidavit of Compliance Section 1-07.11(11) is new: (******) Each Contractor, Subcontractor, Consultant, and or Supplier shall complete and submit a copy of the “City of Renton Fair Practices Policy Affidavit of Compliance”. A copy of this document will be bound in the bid documents. 1-07.12 Federal Agency Inspection Section 1-07.12 is supplemented with the following: (******) Required Federal Aid Provisions The Required Contract Provisions Federal Aid Construction Contracts (FHWA 1273) and the amendments thereto supersede any conflicting provisions of the Standard Specifications and are made a part of this contract; provided, however, that if any of the provisions of FHWA 1273, as amended, are less restrictive than Washington State Law, then the Washington State Law shall prevail. The provisions of FHWA 1273, as amended, included in this contract require that the Contractor insert the FHWA 1273 and amendments thereto in each subcontract, together with the wage rates which are part of the FHWA 1273, as amended. Also, a clause shall be included in each subcontract requiring the subcontractors to insert the FHWA 1273 and amendments thereto in any lower tier subcontracts, together with the wage rates. The Contractor shall also ensure that this Section, REQUIRED FEDERAL AID PROVISIONS, is inserted in each subcontract for subcontractors and lower tier subcontractors. For this purpose, upon request to the Project Engineer, the Contractor will be provided with extra copies 11/12/2020 29 of the FHWA 1273, the amendments thereto, the applicable wage rates, and this Special Provision. 1-07.13 Contractor’s Responsibility for Work 1-07.13(1) General Section 1-07.13(1) is supplemented as follows: (******) During unfavorable weather and other conditions, the Contractor shall pursue only such portions of the Work as shall not be damaged thereby. No portion of the Work whose satisfactory quality or efficiency will be affected by unfavorable conditions shall be constructed while these conditions exist, unless the Contractor shall be able to overcome said unfavorable conditions by special means or precautions acceptable to the Engineer. 1-07.15 Temporary Water Pollution/Erosion Control Delete the first paragraph, and replace it with the following: (******) The Contractor shall perform all Work in strict accordance with all Federal, State, and local laws and regulations governing waters of the State, as well as permits acquired for the project. The Contractor shall prepare a final Temporary Water Pollution/Erosion Control Plan (TWPECP) and a final SWPPP. The TWPECP and SWPPP shall be developed in accordance with the erosion control standards contained in the 2017 City of Renton Surface Water Design Manual. The plan shall include any assumptions, detailed calculations, sketches, and sequencing. The plan shall be signed and stamped by a Washington State Professional Engineer. A TESC supervisor shall be designated by the Contractor, whose name and phone number shall be given to the Engineer at the Preconstruction Conference. The TESC supervisor must be CESCL certified in accordance with NPDES permit requirements. The plan shall be submitted for approval to the City within 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 construction. Design of dewatering, water control, bypass systems, and temporary erosion and sedim ent 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 11/12/2020 30 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 materials. 5. Planned installation and maintenance schedule for temporary erosion and sedimentation control facilities. Indicate locations and outlets of dewatering systems. The Contractor shall also prepare a final SWPPP. The SWPPP must meet the requirements of the Department of Ecology’s NPDES and State Waste Discharge General Permit for Stormwater Discharges Associated with Construction Activity (General Permit). The SWPPP shall include and modify as necessary the Site Preparation and Erosion Control Plan drawings provided as part of the Contract Plans. The Contractor shall prepare, review, and modify the SWPPP as necessary to be consistent with the actual work schedule, sequencing, and construction methods that will be used on the project. The Contractor’s SWPPP shall meet the requirements of the general permit. The Contractor shall: • Furnish, install, operate, and maintain necessary machinery, appurtenances, and equipment to keep excavations free of water during construction; • Dewater and dispose of water in a manner that will not cause injury to public and private property, as well as keep sediment-laden water from entering the City surface water system or violate applicable water standards; • Keep sufficient pumping equipment and machinery on hand at all times for emergencies, including electric power failures; • Keep experienced personnel available at all times to operate pumping equipment, machinery and appliances; • Not shut down dewatering systems between shifts, on holidays and weekends, nor during work stoppages without prior authorization by the Engineer; • Control groundwater to prevent softening of bottoms of excavations, or formation of “quick” conditions or “boils”; 11/12/2020 31 • Design and operate dewatering system that will not remove natural soils; • Keep excavations free of water during excavation, construction of structures, installation of pipelines, placing of structures, backfill, and placing and curing of concrete; and • Control surface water runoff to prevent entry and collection in excavations. As construction progresses and unexpected or seasonal conditions dictate, the Contractor shall anticipate that more water pollution/erosion control measures will be necessary. It shall be the obligation and responsibility of the Contractor to revise or supplement the pollution/erosion control measures as may be needed to protect the work, adjacent properties, storm drains, streams, and other water bodies. At all times, there must be material on the job site to handle any spills caused by the Contractor, such as tack, oils, diesel, etc. Materials would include, but not be limited to, oil absorbent pads and “kitty litter.” The Contractor must supply said materials at his expense and, in the event of a spill, be responsible for cleanup and disposal of contaminated materials. In addition, the SWPPP shall outline the procedures to be used to prevent high pH stormwater or dewatering water from entering surface waters. The plan shall include how the pH of the water will be maintained between pH 6.5 and pH 8.5 prior to being discharged from the project or entering surface waters. Prior to beginning any concrete or grinding work, the Contractor shall submit the plan, for the Engineer’s review and approval. An Ecology template is available to the Contractor for producing the SWPPP, using project- specific information added by the Contractor. The template and instructions are available at: http://www.ecy.wa.gov/programs/wq/stormwater/construction. The Engineer’s review and any resulting approval of the Contractor’s SWPPP and TESCP will be only regarding conformance with the specification requirement that the Contractor have the plans prepared by a CPESC or professional Civil Engineer who has expertise in the type of facilities and that the SWPPP and TESCP include the items specified for such plans. The Contractor shall be solely responsible for the adequacy of the SWPPP and TESCP and if erosion sediment, and other pollutant control measures in deviation or addition to those described in the SWPPP become necessary to minimize erosion and prevent storm water contamination from sediment and other pollutants, the Contractor shall prepare and submit a revised SWPPPP to the Engineer for review as specified for the original plan. The Owner will not be liable to the Contractor for failure to accept all or any portion of an originally submitted or revised SWPPP, nor for any delays to the Work due to the Contractor’s failure to submit and implement an acceptable SWPPP. 1-07.16 Protection and Restoration of Property 1-07.16(1) Private/Public Property Section 1-07.16(1) is supplemented by adding the following: (******) The Contracting Agency will obtain all easements and franchises required for the project. The 11/12/2020 32 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. A. General. All construction Work under this contract on easements, right-of-way, over private property or franchise, shall be confined to the limits of such easements, right-of-way or franchise. All Work shall be accomplished so as to cause the least amount of disturbance and a minimum amount of damage. The Contractor shall schedule his Work so that trenches across easements shall not be left open during weekends or holidays and trenches shall not be open for more than 48 hours. B. Structures. The Contractor shall remove such existing structures as may be necessary for the performance of the Work and, if required, shall rebuild the structures thus removed in as good a condition as found. He shall also repair all existing structures that may be damaged as a result of the Work under this contract. C. Easements, cultivated areas, and other surface improvements. All cultivated areas, either agricultural or lawns, and other surface improvements which are damaged by actions of the Contractor shall be restored as nearly as possible to their original condition. Prior to excavation on an easement or private right-of-way, the Contractor shall strip topsoil from the trench or construction area and stockpile it in such a manner that it may be replaced by him, upon completion of construction. Ornamental trees and shrubbery shall be carefully removed with the earth surrounding their roots wrapped in burlap and replanted in their original positions within 48 hours. All shrubbery or trees destroyed or damaged, shall be replaced by the Contractor with material of equal quality at no additional cost to the Contracting Agency. In the event that it is necessary to trench through any lawn area, the sod shall be carefully cut and rolled and replaced after the trenches have been backfilled. The lawn area shall be cleaned by sweeping or other means, of all earth and debris. The Contractor shall use rubber wheel equipment similar to the small tractor-type backhoes used by side sewer contractors for all Work, including excavation and backfill, on easements or rights- of-way, which have lawn areas. All fences, markers, mailboxes, or other temporary obstacles shall be removed by the Contractor and immediately replace, after the trench is backfilled, in their original position. The Contractor shall notify the Contracting Agency and Property Owner at least 24 hours in advance of any Work done on easements or rights-of-way. Damage to existing structures outside of easement areas that may result from dewatering and/or other construction activity under this contract shall be restored to their original condition or better. The original condition shall be established by photographs taken and/or inspection made 11/12/2020 33 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 be paid by the Contractor. The Contractor is responsible for identifying and documenting any damage that is pre-existing or caused by others. Restoration of excavation in City streets shall be done in accordance with the City of Renton Trench Restoration Requirements, which is available at the Public Works Department Customer Services counter on the 6th floor, Renton City Hall, 1055 South Grady Way. 1-07.16(3) Archaeological and Historical Objects Section 1-07.16(3) is supplemented by adding the following: (******) There are documented archaeological sites within the general vicinity of the project and the Washington Department of Archaeology and Historic Preservation assesses a potential for encountering archaeological sites at various locations along the alignment. An archeologist has prepared an Archaeological Monitoring Plan and Inadvertent Discovery Plan for the project. The Contractor shall work in accordance with these plans, the SEPA, and any applicable federal, state, and local laws at all times. The Archeological Monitoring Plan describes locations where monitoring will be conducted. The Contractor shall confirm the work schedule with the Engineer one week prior to working in monitoring zones. 1-07.17 Utilities and Similar Facilities Section 1-07.17 is supplemented by adding: (******) Existing utilities indicated in the Plans have been plotted from the best information available to the Engineer. Information and data shown or indicated in the Contract Documents with respect to existing underground utilities or services at or contiguous to the project site are based on information and data furnished to the Owner and the Engineer by owners of such underground facilities or others, and the Owner and the Engineer do not assume responsibility for the accuracy or completeness thereof. It is to be understood that other aboveground or underground facilities not shown in the Plans may be encountered during the course of the Work. All utility valves, manholes, vaults, or pull boxes which are buried shall be conspicuously marked in a fashion acceptable to the Owner and the Engineer by the Contractor to allow their location to be determined by the Engineer or utility personnel under adverse conditions, (inclement weather or darkness). 11/12/2020 34 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 excavation and progress schedule. The Contractor is also warned that there may be utilities on the project that are not part of the One Call system. They must be contacted directly by the Contractor for locations. 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. King County Connection Plans The King County connections to the Eastside Interceptor shown on the plans involve work on critical infrastructure that provides sewer conveyance for much of the region. The Eastside Interceptor shall be protected in place without damage or disruption to service. No debris shall be permitted to enter the sewer system. Support measures shall remain in continuous use until the Contractor has backfilled the connection(s) and structure(s). The Contractor shall submit a King County Connection Plan 30-days prior to any construction. The plan shall describe the excavation and immediate, continuous, and adequate support of the ground, manhole structure(s), adjacent structure(s), pipe(s), and other facilities in detail specific to each connection. The plan shall be prepared by and bear the signature of a professional structural engineer licensed in the state of Washington. The plan shall include, at minimum, the following: 1. Shoring Detail and Calculations 2. Support Detail and Calculations 3. Excavation, Coring, Installation, and Backfill Plan 4. Schedule The King County Connection Plan shall assume the S. 2nd Street connection will include replacement of the lower portion of the existing drop connection. 11/12/2020 35 The King County Connection Plan shall be reviewed and approved by the Engineer and the King County representative prior to any work in the vicinity of the pipe(s). The Engineer’s review of the submitted material shall in no way relieve the Contractor of the responsibility for making a satisfactory installation meeting the requirements of these documents and the utility owner. King County’s representative shall be notified a minimum of three (3) working days before any construction within 50-feet of the King County Eastside Interceptor. A King County representative shall be present at all times during excavation, coring, and installation of connections to the Eastside Interceptor. The representative for King County is: Mark Lampard (206) 477-5414 Local Public Agency Coordinator King County Wastewater Treatment Division SPU Pipe Support Plan The SPU Cedar River Pipelines (CRPLs) shown on the plans are critical infrastructure that supply water to much of the region. The CRPLs shall be protected and supported in place without damage or disruption to service. Support measures shall remain in continuous use until the Contractor has backfilled the pipe(s). A sample plan for a support mechanism is included in the Appendix for the Contractor’s consideration, but in no way relieves the Contractor of their responsibility to prepare, submit, and install the Pipe Support Plan in accordance with the Contract Documents. The Contractor shall submit a SPU Pipe Support Plan 30-days prior to any construction. The plan shall describe the excavation and immediate, continuous, and adequate support of the ground, adjacent structure(s), pipe(s), and other facilities in detail specific to each crossing of the CRPL(s). The plan shall be prepared by and bear the signature of a professional structural engineer licensed in the state of Washington. The plan shall include, at minimum, the following: 1. Shoring Detail and Calculations 2. Structural Support Detail and Calculations 3. Backfill Plan 4. Schedule The SPU Pipe Support Plan shall be reviewed and approved by the Engineer and the SPU representative prior to any work in the vicinity of the pipe(s). The Engineer’s review of the submitted material shall in no way relieve the Contractor of the responsibility for making a satisfactory installation meeting the requirements of these documents and the utility owner. Seattle Public Utilities’ representative shall be notified a minimum of three (3) working days before any construction within 50-feet of any of the three (3) Cedar River Pipelines: Richard Cox (206) 953-0184 Water Distribution Manager Seattle Public Utilities 11/12/2020 36 AT&T Protect-in-Place Plan AT&T has a critical fiber optic conduit on S 2nd St and Shattuck Ave S. The critical fiber optic duct(s) (AT&T Duct) shall be protected and supported in place without damage or disruption to the utility service. Protection measures shall remain in continuous use until the Contractor has backfilled and re-encased the AT&T Duct. The contractor shall be held responsible for any damage or disruption that may occur. The Contractor shall be responsible for submitting a written AT&T Protect-in-Place Plan to the Engineer at least 30 days prior to any anticipated construction. The Protect-in-Place Plan shall be prepared by and bear the signature of a professional structural engineer licensed in the state of Washington. The Protect-in-Place Plan shall include, at minimum, the following: 1. Shoring Detail and Calculations 2. Structural Support Detail and Calculations 3. Backfill Plan 4. Schedule The Protect-in-Place Plan shall be reviewed and approved by the Engineer and the AT&T representative prior to any work in the vicinity of the AT&T Duct(s). The Engineer’s review of the submitted material shall in no way relieve the Contractor of the responsibility for making a satisfactory installation meeting the requirements of these documents and the utility owner. The protect-in-place methods proposed by the Contractor shall provide for AT&T Duct excavation and immediate, continuous, and adequate support of the ground, adjacent structure(s), duct(s), and other facilities. The Contractor shall be responsible for the design of the shoring and structural support of the duct(s) such that the AT&T Duct(s) are protected in accordance with these specifications. The Contractor shall exercise all due caution while working near the AT&T Duct, in order to prevent damage to the duct. The Contractor agrees to: a. notify AT&T by telephone at 1-800-252-1133 at least forty-eight (48) hours prior to performing any construction, demolition, or repairs at the AT&T Duct location; b. not use at the AT&T Duct location any tool, equipment, or machinery capable of being operated within ten (10) feet of the Cable without an AT&T representative being present; c. perform construction, demolition, repair, modifications, additions, and any other activities in compliance with all applicable laws and regulations and in a manner that does not interfere with the operations of AT&T; and d. not work at the AT&T Duct location without AT&T’s prior authorization and AT&T’s On-Site Work Force personnel being present during the work. The contractor shall coordinate with the AT&T construction observer during the excavation, chipping, supporting, exposure, and re-encasement of the AT&T Duct(s). The Contractor shall abide by the requests of the construction observer, which may include inspection assistance, temporary stoppage of work, changes in support mechanism, modification of shoring, re-encasement requirements, and/or other requirements. 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 11/12/2020 37 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 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 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. For 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 materials 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 11/12/2020 38 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 owner 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 Section 1-07.17(4) is a new section: (******) Whenever in the course of the construction operation it becomes necessary to cause an outage of utilities, it shall be the Contractor's responsibility to notify the affected users and the Engineer not less than 48 hours in advance of such outage. The Contractor shall make reasonable effort to minimize the duration of outages and shall estimate the length of time service will be interrupted and so notify the users. In the case of any utility outage that has exceeded or will exceed four hours, user contact shall again be made. Temporary service, if needed, will be arranged by the Contractor at no cost to the Owner. 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. 11/12/2020 39 1-07.17(5) Resolution of Utility Conflicts (******) Section 1-07.17(5) is a new section: In no way shall the work described under Resolution of Utility Conflicts relieve Contractor of any of the responsibilities described in Section 1-07.17 of the Standard Specifications and Special Provisions, and elsewhere in the Contract Documents. If or when utility conflicts occur, Contractor shall continue the construction process on other aspects of the project whenever possible. If “Resolution of utility conflicts” is included as a bid item in Section 1-09.14, it shall be used to resolve any new identified utility conflicts not otherwise shown on the Contract Drawing or Specifications that are identified during the course of construction. 1-07.18 Public Liability and Property Damage Insurance Section 1-07.18 Delete this section in its entirety and replace with the following: (******) 1-07.18(1) General The Contractor shall obtain and maintain in full force and effect, from the Contract Execution Date to the Completion Date, public liability and property damage insurance with an insurance company(ies) or through sources approved by the State Insurance Commissioner pursuant to RCW 48. The Contractor shall not begin work under the Contract until the required insurance has been obtained and approved by the Contracting Agency. Insurance shall provide coverage to the Contractor, all subcontractors, Contracting Agency, and the Contracting Agency's consultant. The coverage shall protect against claims for bodily injuries, personal injuries, including accidental death, as well as claims for property damages which may arise from any act or omission of the Contractor or the subcontractor, or by anyone directly or indirectly employed by either of them. If warranted work is required, the Contractor shall provide the City proof that insurance coverage and limits established under the term of the Contract for work are in full force and effect during the period of warranty work. The Contracting Agency may request a copy of the actual declaration pages(s) for each insurance policy effecting coverage(s) required on the Contract prior to the date work commences. Failure of the Contractor to fully comply during the term of the Contract with the requirements described herein will be considered a material breach of contract and shall be caused for immediate termination of the Contract at the option of the Contracting Agency. All costs for insurance shall be incidental to and included in the unit or Lump Sum prices of the contract and no additional payment will be made. 11/12/2020 40 1-07.18(2) Coverages All coverage provided by the Contractor shall be in a form and underwritten by a company acceptable to the Contracting Agency. The City requires that all insurers: 1. Be licensed to do business within the State of Washington. 2. Coverage to be on an "occurrence" basis (Professional Liability and Pollution coverage are acceptable when written on a claims-made basis). The City may also require proof of professional liability coverage be provided for up to two (2) years after the completion of the project. 3. The City may request a copy of the actual declaration page(s) for each insurance policy affecting coverage(s) required by the Contract prior to the date work commences. 4. Possess a minimum A.M. best rating of AVII (A rating of A XII or better is preferred.) If any insurance carrier possesses a rating of less than AVII, the City may make an exception. The City reserves the right to approve the security of the insurance coverage provided by the insurance company(ies), terms, conditions, and the Certificate of Insurance. Failure of the Contractor to fully comply during the term of the Contract with these requirements will be considered a material breach of contract and shall be cause for immediate termination of the contract at the option of the City. The Contractor shall obtain and maintain the minimum insurance coverage set forth below. By requiring such minimum insurance, the City of Renton shall not be deemed or construed to have assessed the risks that may be applicable to the Contractor. The Contractor shall assess its own risks and if it deems appropriate and/or prudent, maintain higher limits and/or broader coverage. Coverage shall include: A. Commercial General Liability - ISO 1993 Form or equivalent. Coverage will be written on an occurrence basis and include: • Premises and Operations (including CG2503; General Aggregate to apply per project, if applicable) • Explosion, Collapse, and Underground Hazards. • Products/Completed Operations • Contractual Liability (including Amendatory Endorsement CG 0043 or equivalent which includes defense coverage assumed under contract) • Broad Form Property Damage • Independent Contractors • Personal/Advertising Injury • Stop Gap Liability B. Automobile Liability including all • Owned Vehicles • Non-Owned Vehicles • Hired Vehicles 11/12/2020 41 C. Workers' Compensation • Statutory Benefits (Coverage A) - Show Washington Labor & Industries Number D. Umbrella Liability (when necessary) • Excess of Commercial General Liability and Automobile Liability. Coverage should be as broad as primary. E. Professional Liability - (whenever the work under this Contract includes Professional Liability, including Advertising activities) the (CONTRACTOR) shall maintain professional liability covering wrongful acts, errors and/or omissions of the (CONTRACTOR) for damage sustained by reason of or in the course of operations under this Contract. F. Pollution Liability - the City requires this coverage for this project. This coverage is to include sudden and gradual coverage for third party liability including defense costs and completed operations. Contractor shall name City of Renton, and its officers, officials, agents, employees, and volunteers as Additional Insured (ISO Form CG 2010 or equivalent). The Contractor shall provide City of Renton Certificates of Insurance prior to commencement of work. The City reserves the right to request copies of insurance policies, if at their sole discretion it is deemed appropriate. Further, all policies of insurance described above shall: A. Be on a primary basis not contributory with any other insurance coverage and/or self- insurance carried by City of Renton. B. Include a Waiver of Subrogation Clause. C. Severability of Interest Clause (Cross Liability) D. The Contractor shall provide the Contracting Agency and all Additional Insured’s with written notice of any policy cancellation, within two business days of their receipt of such notice. E. Failure on the part of the Contractor to maintain the insurance as required shall constitute a material breach of contract, upon which the Contracting Agency may, after giving five business days’ notice to the Contractor to correct the breach, immediately terminate the contract or, at its discretion, procure or renew such insurance and pay any and all premiums in connection therewith, with any sums so expended to be repaid to the Contracting Agency on demand, or at the sole discretion of the Contracting Agency, offset against funds due the Contractor from the Contracting Agency. 1-07.18(3) Limits LIMITS REQUIRED Providing coverage in these stated amounts shall not be construed to relieve the Contractor from liability in excess of such limits. The Contractor shall carry the following limits of liability as required below: 11/12/2020 42 Commercial General Liability General Aggregate* $4,000,000 ** Products/Completed Operations Aggregate $4,000,000 ** Each Occurrence Limit $2,000,000 Personal/Advertising Injury $1,000,000 Fire Damage (Any One Fire) $50,000 Medical Payments (Any One Person) $5,000 Stop Gap Liability $1,000,000 * General Aggregate to apply per project (ISO Form CG2503 or equivalent) **Amount may vary based on project risk Automobile Liability Bodily Injury/Property Damage $1,000,000 (Each Accident) Workers' Compensation Statutory Benefits - Coverage A Variable (Show Washington Labor and Industries Number) Umbrella Liability (when necessary to meet required limits) Excess of Commercial General Liability and Automobile Liability. Coverage should be as broad as primary. Professional Liability (If required) Each Occurrence/ Incident/Claim $1,000,000 Aggregate $2,000,000 Pollution Liability to apply on a per project basis Per Loss $1,000,000 Aggregate $2,000,000 The City may require the Contractor to keep professional liability coverage in effect for up to two (2) years after completion of the project. The Contractor shall promptly advise the CITY OF RENTON in the event any general aggregates are reduced for any reason, and shall reinstate the aggregate at the Contractor’s expense to comply with the minimum limits and requirements as stated above and shall furnish to the CITY OF RENTON a new certificate of insurance showing such coverage is in force. 1-07.18(4) Evidence of Insurance: Within 20 days of award of the Contract, the Contractor shall provide evidence of insurance by submitting to the Contracting Agency the Certificate of Insurance (ACORD Form 25s or equivalent) conforming to items as specified in Sections 1-07.18(1), 1-07.18(2), and 1-07.18(3) as revised above. Other requirements are as follows: 11/12/2020 43 A. Strike the following or similar wording: "This Certificate is issued as a matter of information only and confers no rights upon the Certificate Holder". B. Strike the wording regarding cancellation notification to the City: "Failure to mail such notice shall impose no obligation or liability of any kind upon the company, its agents or representatives". C. Amend the cancellation clause to state: "Should any of the above described policies be cancelled before the expiration date thereof, notice will be delivered in accordance with the policy provisions." For Professional Liability coverage only, instead of the cancellation language specified above, the City will accept a written agreement that the consultant's broker will provide the required notification. 1-07.22 Use of Explosives Section 1-07.22 is supplemented by the following: (******) Explosives shall not be used without specific authority of the Engineer, and then only under such restrictions as may be required by the proper authorities. Explosives shall be handled and used in strict compliance with WAC 296-52 and such local laws, rules and regulations that may apply. The individual in charge of the blasting shall have a current Washington State Blaster Users License. The Contractor shall obtain, comply with, and pay for such permits and costs as are necessary in conjunction with blasting operations. 1-07.23 Public Convenience and Safety 1-07.23(1) Construction Under Traffic Revise the second paragraph to read: (******) To disrupt public traffic as little as possible, the Contractor shall permit traffic to pass through the Work with the least possible inconvenience or delay. The Contractor shall maintain existing roads, streets, sidewalks, driveways, and paths within the project limits, keeping them in good, clean, safe condition at any time they are open to the public. Accessibility to existing or temporary pedestrian push buttons shall not be impaired. Deficiencies caused by the Contractor’s operations shall be repaired at the Contractor’s expense. Deficiencies not caused by the Contractor’s operations shall be repaired by the Contractor when directed by the Engineer, at the Contracting Agency’s expense. The Contractor shall also maintain roads, streets, sidewalks, driveways, and paths adjacent to the project limits when affected by the Contractor’s operations. Snow and ice control will be performed by the Contracting Agency on all projects. Cleanup of snow and ice control debris will be at the Contracting Agency’s expense. The Contractor shall perform the following: 11/12/2020 44 1. Remove or repair any condition resulting from the Work that might impede traffic or create a hazard. 2. Keep existing traffic signal and highway lighting systems in operation as the Work proceeds. (The Contracting Agency will continue the route maintenance on such system.) 3. Maintain the striping on the roadway. The Contractor shall be responsible for scheduling when to renew striping, subject to the approval of the Engineer. When the scope of the project does not require Work on the roadway, the Contracting Agency will be responsible for maintaining the striping. 4. Maintain existing permanent signing. Repair of signs will be at the Contracting Agency’s expense, except those damaged due to the Contractor’s operations. 5. Keep drainage structures clean to allow for free flow of water. Cleaning of existing drainage structures will be at the Contracting Agency’s expense when approved by the Engineer, except when flow is impaired due to the Contractor’s operations. Section 1-07.23(1) is supplemented by adding the following: (******) The Contractor shall be responsible for controlling dust and mud within the project limits and on any street, which is utilized by his equipment for the duration of the project. The Contractor shall be prepared to use watering trucks, power sweepers, and other pieces of equipment as deemed necessary by the Engineer, to avoid creating a nuisance. Dust and mud control shall be considered as incidental to the project and no compensation will be made for this section. Complaints of dust, mud, or unsafe practices and/or property damage to private ownership will be transmitted to the Contractor and prompt action in correcting them will be required by the Contractor. The Contractor shall maintain the roads during construction in a suitable condition to minimize affects to vehicular and pedestrian traffic. All cost to maintain the roads shall be borne by the Contractor. At least one 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 advance for apartments, offices, and commercial property. The Contractor shall give a copy of all notices to the Engineer. When the abutting owners’ access across the right-of-way line is to be eliminated and replaced under 11/12/2020 45 the Contract by other access, the existing access shall not be closed until the replacement access facility is available. All unattended excavations shall be properly barricaded and covered at all times. The Contractor shall not open any trenches that cannot be completed and refilled that same day. Trenches shall be patched or covered by a temporary steel plate, at the Contractor’s expense, except in areas where the roadway remains closed to public traffic. Steel plates must be anchored. 1-07.23(2) Construction and Maintenance of Detours (******) Revise the first paragraph to read: Unless otherwise approved, the Contractor shall maintain two-way traffic during construction. The Contractor shall build, maintain in a safe condition, keep open to traffic, and remove when no longer needed: 1. Detours and detour bridges that will accommodate traffic diverted from the roadway, bridge, sidewalk, driveway, or path during construction, 2. Detour crossings of intersecting highway, and 3. Temporary approaches. 1-07.23(3) Construction Under Airspace Surface Zones Section 1-07.23(3) is a new section: (******) The Contractor shall complete the work in accordance with the rules and regulations of Federal Aviation Administration (FAA). The Work area is beneath an airport Approach Surface, Transitional Surface, Horizontal Surface, and/or Conical Surface and is subject to Federal Aviation Regulation Part 77 limiting the height of temporary or permanent obstructions, including construction equipment. Construction activities that will or will have the potential to penetrate an airspace surface shall be coordinated with the FAA Northwest Mountain Region using form 7460-1 “Notice of Proposed Construction or Alteration.” If required, the FAA will conduct an airspace study and issue a determination. Obstructions in the project area less than 30-feet tall are not expected to penetrate the airspace. The airspace elevation and allowable equipment or structure height can be verified at specific locations within the project using the WSDOT Airspace Calculator at the following web address: https://www.wsdot.wa.gov/data/tools/geoportal/?config=airport The Contractor is solely responsible for determining if and when their activities may penetrate the airspace. The Contractor shall obtain, comply with, and pay for such reviews, studies, permits and costs as are necessary in conjunction with airspace regulations and laws. No adjustment in contract time or compensation will be allowed because of any delay in the performance of the Work attributable to airspace coordination, review, or restrictions. 11/12/2020 46 1-07.24 Rights-of-Way Delete this section in its entirety, and replace it with the following: (******) Street right-of-way lines, limits of easements, and limits of construction permits are indicated on the Drawings. The Contractor’s construction activities shall be confined within these limits unless arrangements for use of private property are made. Generally, the Contracting Agency will have obtained, prior to bid opening, all rights-of-way and easements, both permanent and temporary, necessary for carrying out the completion of the Work. Exceptions to this are noted in the Contract Documents or brought to the Contractor’s attention by a duly issued addendum. Whenever any of the Work is accomplished on or through property other than public right-of-way, the Contractor shall meet and fulfill all covenants and stipulations of any easement agreement obtained by the Contracting Agency from the owner of the private property. Copies of the easement agreements are included in the Contract Provisions or made available to the Contractor as soon as practical after they have been obtained by the Engineer. Whenever easements or rights-of-entry have not been acquired prior to advertising, these areas are so noted on the Drawings. The Contractor shall not proceed with any portion of the Work in areas where right-of-way, easements, or rights-of-entry have not been acquired until the Engineer certifies to the Contractor that the right-of-way or easement is available or that the right-of-entry had been received. If the Contractor is delayed due to acts of omission on the part of the Contracting Agency in obtaining easements, rights of entry of right-of-way, the Contractor will be entitled to an extension of time. The Contractor agrees that such delay shall not be a breach of contract. Each property owner shall be given 48 hours’ notice prior to entry by the Contactor. This includes entry onto easements and private property where private improvements must be adjusted. The Contractor shall be responsible for providing, without expense or liability of the Contracting Agency, any additional land and access thereto that the Contractor may desire for temporary construction facilities, storage of materials, or other Contractor needs. However, before using any private property, whether adjoining the Work or not, the Contractor shall file with the Engineer a written permission of the private property owner, and, upon vacating the premises, a written release from the property owner of each property disturbed or otherwise interfered with by reasons of construction pursued under this Contract. The statement shall be signed by the private property owner, or proper authority acting for the owner of the private property affected, stating that permission has been granted to use the property and all necessary permits have been obtained or, in the case of a release, that the restoration of the property has been satisfactorily accomplished. The statement shall include the parcel number, address, and date of signature. Written releases must be filed with the Engineer before the Completion Date will be established. 11/12/2020 47 1-07.28 Confined Space Entry Section 1-07.28 is new section: The Contractor shall: 1. Review and be familiar with the City’s Public Works Confined Space Entry Program. 2. Review documented information about the City confined spaces in which entry is intended as listed and described in the City’s Attribute and Map Book. This information includes identified hazards for each permit-required confined space. 3. Each contractor shall have their own confined space entry program. Upon request of the City they will provide a statement confirming they are in compliance with their confined space entry program including requirements for confined space training for employees associated with the project in Renton. 4. Be responsible for following all confined space requirements established by the provisions in WAC 296-809 and its chapters. 5. Coordinate entry operations with the City of Renton when employees from the contractor will be working in or near City confined spaces. 6. Discuss entry operations with the City of Renton including the program followed during confined space entry. 7. Debrief the City on any hazards confronted or created at the completion of entry operations. 8. Place signs stating, “Danger, Follow Confined Space Entry Procedure before Entering ” at each confined space to be entered. Never leave the confined space open and unattended. The contractor’s or consultant’s point of contact with the City in regard to confined space entry will be the City’s assigned construction inspector. 1-08 PROSECUTION AND PROGRESS 1-08.0 Preliminary Matters Section 1-08.0 is a new section with subsection: (******) 1-08.0(1) Preconstruction Conference Section 1-08.0(1) is a new subsection: (******) The Engineer will furnish the Contractor with copies of the Contract Documents per Section 1-02.2 “Plans and Specifications”. Additional documents may be furnished upon request at the cost of reproduction. Prior to undertaking each part of the Work the Contractor shall carefully study and compare the Contract Documents, and check and verify pertinent figures shown therein and all applicable field measurements. The Contractor shall promptly report in writing to the Engineer any conflict, error, or discrepancy, which the Contractor may discover. After the Contract has been executed, but prior to the Contractor beginning the Work, a 11/12/2020 48 preconstruction conference will be held between the Contractor, the Engineer and such other interested parties as may be invited. The Contractor shall prepare and submit at the preconstruction meeting: • Contractor's plan of operation and progress schedule (3+ copies) • Approval of qualified subcontractors (bring list of subcontractors if different from list submitted with bid) • List of materials fabricated or manufactured off the project • Material sources on the project • Names of principal suppliers • Detailed equipment list, including “Rental Rate Blue Book” hourly costs (both working and standby rates) • Weighted wage rates for all employee classifications anticipated to be used on Project • Cost percentage breakdown for lump sum bid item(s) • Shop Drawings (bring preliminary list) • Traffic Control Plans (3+ copies) • Temporary Water Pollution/Erosion Control Plan • Other plans as required and described in the Mobilization Bid Item description In addition, the Contractor shall be prepared to address: • Bonds and insurance • Project meetings – schedule and responsibilities • Provision for inspection for materials from outside sources • Responsibility for locating utilities • Responsibility for damage • Time schedule for relocations, if by other than the Contractor • Compliance with Contract Documents • Acceptance and approval of Work • Labor compliance, payrolls, and certifications • Safety regulations for the Contractors’ and the Owner's employees and representatives • Suspension of Work, time extensions • Change order procedures • Progress estimates, procedures for payment • Special requirements of funding agencies • Construction engineering, advance notice of special Work • Any interpretation of the Contract Documents requested by the Contractor • Any conflicts or omissions in Contract Documents • Any other problems or questions concerning the Work • Processing and administration of public complaints • Easements and rights-of-entry • Other contracts The franchise utilities may be present at the preconstruction conference, and the Contractor should be prepared for their review and discussion of progress schedule and coordination. 11/12/2020 49 1-08.0(2) Hours of Work Section 1-08.0(2) is a new subsection: (******) Except in the case of emergency or unless otherwise approved by the Contracting Agency, the normal straight time working hours for the Contract shall be any consecutive 8-hour period between 7:00 a.m. and 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 Contracting Agency employees who worked during such times; considering the Work performed on Saturdays, Sundays, and holidays as working days with regards to the Contract Time; and considering multiple Work shifts as multiple working days with respect to Contract Time even though the multiple shifts occur in a single 24-hour period. Assistants may include, but are not limited to, survey crews; personnel from the material testing labs; inspectors; and other Contracting Agency employees when in the opinion of the Engineer such Work necessitates their presence. 1-08.0(3) Reimbursement for Overtime Work of Contracting Agency Employees Section 1-08.0(3) is a new subsection: (******) Where the Contractor elects to Work on a Saturday, Sunday, holiday, or longer than an 8-hour Work shift on a regular working day, as defined in the Standard Specifications, such Work shall be considered as overtime Work. On all such overtime Work an inspector will be present, and a survey crew may be required at the discretion of the Engineer. The Contractor shall reimburse the Contracting Agency for 11/12/2020 50 the full amount of the straight time plus overtime costs for employees and representative(s) of the Contracting Agency required to work overtime hours. The Contractor by these Specifications does hereby authorize the Engineer to deduct such costs from the amount due or to become due the Contractor. 1-08.1 Subcontracting Revise the second paragraph to read: The Contractor shall not subcontract Work unless the Engineer approves in writing. Each request to subcontract shall be on the form the Engineer provides. If the Engineer requests, the Contractor shall provide proof that subcontractor has the experience, ability, and equipment the Work requires. The Contractor shall require each subcontractor to comply with Section 1-07.9 and to furnish all certificates and statements required by the Contract. The Contractor shall require each subcontractor of every tier to meet the responsibility criteria stated in RCW 39.06, and shall include these requirements in every subcontract of every tier. Section 1-08.1 is supplemented as follows: (******) Written requests for change in subcontractors shall be submitted by the Contractor to the Engineer at least 7 calendar days prior to start of a subcontractor's Work. The Contractor agrees that he/she is fully responsible to the Owner for the acts and omissions of all subcontractors and lower-tier subcontractors, and persons either directly or indirectly employed by the subcontractors, as well as for the acts and omissions of persons directly employed by the Contractor. The Contractor shall be required to give personal attention to the Work that is sublet. Nothing contained in the Contract Documents shall create any contractual relation between any subcontractor and the Owner. The Contractor shall be responsible for making sure all subcontractors submit all required documentation, forms, etc. 1-08.2 Assignment The second paragraph of Section 1-08.2 is modified as follows: (******) The Contractor shall not assign any moneys due or to become due to the Contractor hereunder without the prior written consent of the Owner. The assignment, if approved, shall be subject to all setoffs, withholdings, and deductions required by law and the Contract. 11/12/2020 51 1-08.3 Progress Schedule Section 1-08.3 is supplemented as follows: (******) The progress schedule for the entire project shall be submitted 7 calendar days prior to the Preconstruction Conference. The schedule shall be prepared using the critical path method (CPM), preferably using Microsoft Project or equivalent software. The schedule shall contain this information, at a minimum: 1. Construction activities, in sufficient detail that all activities necessary to construct a complete and functional project are considered. Any activity that has a scheduled duration exceeding 30 calendar days shall be subdivided until no sub-element has a duration exceeding 30 calendar days. 2. The schedule shall clearly indicate the activities that comprise the critical path. For each activity not on the critical path, the schedule shall show the float, or slack, time. 3. Procurement of material and equipment. 4. Submittals requiring review by the Engineer. Submittal by the Contractor and review by the Engineer shall be shown as separate activities. 5. Work to be performed by a subcontractor, agent, or any third party. 6. Allowances for delays that could result from normal inclement weather (time extensions due to inclement weather will not be allowed). 7. Allowances for the time required by utilities (Owner’s and others) to locate, monitor, and adjust their facilities as required. The Engineer may request the Contractor to alter the progress schedule when deemed necessary in the opinion of the Engineer, in the interest of public safety and welfare of the Owner, or for 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 11/12/2020 52 require the Contractor to submit a revised schedule to the Engineer for acceptance. The approved revisions will thereafter, in all respects, apply in lieu of the original schedule. Failure of the Contractor to follow the progress schedule submitted and accepted, including revisions thereof, shall relieve the Owner of any and all responsibility for furnishing and making available all or any portion of the job site, and will relieve the Owner of any responsibility for delays to the Contractor in the performance of the Work. The cost of preparing the progress schedule, any supplementary progress schedules, and weekly schedules shall be considered incidental to the Contract and no other compensation shall be made. 1-08.4 Notice to Proceed and Prosecution of the Work Section 1-08.4 is replaced with the following: (******) Notice to Proceed will be given after the Contract has been executed and the Contract bond and evidence of insurances have been approved and filed by the Owner. The Contractor shall not commence construction activities until the Notice to Proceed has been given by the Engineer. The Contractor shall commence construction activities within ten days of the Notice to Proceed date. The Work thereafter shall be prosecuted diligently, vigorously, and without unauthorized interruption until physical completion of the Work. There shall be no voluntary shutdowns or slowing of operations by the Contractor without prior approval of the Engineer. Such approval shall not relieve the Contractor from the contractual obligation to complete the Work within the prescribed Contract Time. 1-08.5 Time for Completion The first five paragraphs of Section 1-08.5 are deleted and replaced with the following: (******) The Work shall be physically completed in its entirety within the time specified in the Contract Documents or as extended by the Engineer. The Contract Time will be stated in “working days”, shall begin on the Notice To Proceed date, or the date identified in the Notice to Proceed as “the first working day”, and shall end on the Contract Completion date. Work within the Safeway Temporary Construction Easement shall be completed within 60 calendar days from the date work begins within the easement. The easement may not be used for staging or storage at any time. A non-working day is defined as a Saturday, a Sunday, a day on which the Contract specifically suspends Work, or one of these holidays: January 1, third Monday of January, Memorial Day, July 4, Labor Day, November 11, Thanksgiving Day, the day after Thanksgiving, and Christmas Day. The day before Christmas shall be a holiday when Christmas Day occurs on a Tuesday, 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- 11/12/2020 53 working day and when they fall on a Sunday the following Monday will be counted as a non-working day. The Contract Time has been established to allow for periods of normal inclement weather that, from historical records, is to be expected during the Contract Time, and during which periods, Work is anticipated to be performed. Each successive working day, beginning with the Notice to Proceed date and ending with the Physical Completion date, shall be charged to the Contract Time as it occurs except a day, or part of a day, which is designated a non-working day or an Engineer determined unworkable day. The Engineer will furnish the Contractor a weekly report showing (1) the number of working days charged against the Contract Time for the preceding week; (2) the Contract Time in working days; (3) the number of working days remaining in the Contract Time; (4) the number of non-working days; and (5) any partial or whole days the Engineer declared unworkable the previous week. This weekly report will be correlated with the Contractor’s current approved progress schedule. If the Contractor elects to work 10 hours a day and 4 days a week (a 4-10 schedule), and the fifth day of the week in which a 4-10 shift is worked would ordinarily be charged as a working day, then the fifth day of that week will be charged as a working day whether or not the Contractor works on that day. The Contractor will be allowed 10 calendar days from the date of each report in which to file a written protest of an alleged discrepancy in the Contract Time as reported. Otherwise, the report will be deemed to have been accepted by the Contractor as correct. The requirements for scheduling the Final Inspection and establishing the Substantial Completion, Physical Completion, and Completion Dates are specified in Sections 1-05.11 and 1-05.12. Revise the sixth paragraph to read: (******) The Engineer will give the Contractor written notice of the completion date of the Contract after all the Contractor’s obligations under the Contract have been performed by the Contractor. The following events must occur before the Completion Date can be established: 1. The physical Work on the project must be complete; and 2. The Contractor must furnish all documentation required by the Contract and required by law, to allow the Contracting Agency to process final acceptance of the Contract. The following documents must be received by the Engineer prior to establishing a completion date: a. Certified Payrolls (Federal-aid Projects) b. Material Acceptance Certification Documents c. Annual Report of Amounts Paid as MBE/WBE Participants or Quarterly Report of Amounts Credited as DBE Participation, as required by the Contract Provisions. d. FHWA 47 (Federal-aid Projects) e. Final Contract Voucher Certification f. Copies of the approved “Affidavit of Prevailing Wages Paid” for the Contractor and all Subcontractors g. Property owner releases per Section 1-07.24 h. 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 11/12/2020 54 Termination by Ecology; and no rejection of the Notice of Termination by Ecology. This requirement will not apply if the Construction Stormwater General Permit is transferred back to the Contracting Agency in accordance with Section 8-01.3(16). Section 1-08.5 is supplemented as follows: (******) Within 10 calendar days after execution of the Contract by the Contracting Agency, the Contractor shall provide the Contracting Agency with copies of purchase orders for all equipment items deemed critical by the Contracting Agency, including but not limited to signal controller materials, lighting standards, and signal standards required for the physical completion of the Contract. Such purchase orders shall disclose the estimated delivery dates for the equipment. All items of Work that can be performed without delivery of the critical items shall start and be completed as soon as possible. At that time, the Engineer may suspend the Work upon request of the Contractor until the critical items are delivered to the Contractor, if the Contracting Agency received a purchase order within 10 calendar days after execution of the Contract by the Contracting Agency. The Contractor will be entitled to only one such suspension of time during the performance of the Work and during such suspension shall not perform any additional Work on the project. Upon delivery of the critical items, contract time will resume and continue to be charged in accordance with Section 1-08. 1-08.6 Suspension of Work Section 1-08.6 is supplemented as follows: (******) Owner may at any time suspend the Work, or any part thereof, by giving notice to the Contractor in writing. The Work shall be resumed by the Contractor within 14 calendar days after the date fixed in the written notice from the Owner to the Contractor to do so. The Contractor shall not suspend Work under the Contract without the written order of the Owner. If it has been determined that the Contractor is entitled to an extension of time, the amount of such extension shall be only to compensate for direct delays, and shall be based upon the Contractor's diligently pursuing the Work at a rate not less than that which would have been necessary to complete the original Contract Work on time. 1-08.7 Maintenance During Suspension Revise the second paragraph to read: (******) At no expense to the Contracting Agency, the Contractor shall provide through the construction area a safe, smooth, and unobstructed roadway, sidewalk, driveway, and path for public use during 11/12/2020 55 suspension (as required in Section 1-07.23 or the Special Provisions). This may include a temporary road or detour. 1-08.9 Liquidated Damages Section 1-08.9 is supplemented as follows: (******) In addition, the Contractor shall compensate the Owner for actual engineering inspection and supervision costs and any other expenses and legal fees incurred by the Owner as a result of such delay. Such labor costs will be billed to the Contractor at actual costs, including administrative overhead costs. In the event that the Owner is required to commence any lawsuit in order to enforce any provision of this Contract or to seek redress for any breach thereof, the Owner shall be entitled to recover its costs, including reasonable attorney ’s fees, from the Contractor. In addition, the City has agreements with a developer for the old city hall parcel (200 Mill Avenue South) to have utility work completed by August 1, 2022. Delay in substantial completion of the utility work for all utilities on or adjacent to Mill Avenue may result in Liquidated Damages up to $350,000. 1-08.11 Contractor's Plant and Equipment Section 1-08.11 is a new Section: (******) The Contractor alone shall at all times be responsible for the adequacy, efficiency, and sufficiency of his and his subcontractor's plant and equipment. The Owner shall have the right to make use of the Contractor's plant and equipment in the performance of any Work on the site of the Work. The use by the Owner of such plant and equipment shall be considered as extra Work and paid for accordingly. Neither the Owner nor the Engineer assumes any responsibility, at any time, for the security of the site from the time the Contractor's operations have commenced until final acceptance of the Work by the Engineer and the Owner. The Contractor shall employ such measures as additional fencing, barricades, and watchmen service, as he deems necessary for the public safety and for the protection of the site and his plant and equipment. The Owner will be provided keys for all fenced, secured areas. 1-08.12 Attention to Work Section 1-08.12 is a new section: (******) The Contractor shall give his personal attention to and shall supervise the Work to the end that it shall be prosecuted faithfully, and when he is not personally present on the Work site, he shall at all times 11/12/2020 56 be represented by a competent superintendent who shall have full authority to execute the same, and to supply materials, tools, and labor without delay, and who shall be the legal representative of the Contractor. The Contractor shall be liable for the faithful observance of any instructions delivered to him or to his authorized representative. 1-09 MEASUREMENT AND PAYMENT 1-09.1 Measurement of Quantities Section 1-09.1 is supplemented by adding the following: (******) Lump Sum. The percentage of lump sum Work completed, and payment will be based on the cost percentage breakdown of the lump sum bid price(s) submitted at the preconstruction conference. The Contractor shall submit a breakdown of costs for each lump sum bid item. The breakdown shall list the items included in the lump sum together with a unit price of labor, materials, and equipment for each item. The summation of the detailed unit prices for each item shall add up to the lump sum bid. The unit price values may be used as a guideline for determining progress payments or deductions or additions in payment for ordered Work changes. Cubic Yard Quantities. The Contractor shall provide truck trip tickets for progress payments only in the following manner. Where items are specified to be paid by the cubic yard, the following tally system shall be used. All trucks to be employed on this Work will be measured to determine the volume of each truck. Each truck shall be clearly numbered, to the satisfaction of the Engineer, and there shall be no duplication of numbers. Duplicate tally tickets shall be prepared to accompany each truckload of material delivered on the project. All tickets received that do not contain the following information will not be processed for payment: 1. Truck number 2. Quantity and type of material delivered in cubic yards 3. Drivers name, date, and time of delivery 4. Location of delivery, by street and stationing on each street 5. Place for the Engineer to acknowledge receipt 6. Pay item number 7. Contract number and/or name It will be the Contractor's responsibility to see that a ticket is given to the Engineer on the project for 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 11/12/2020 57 quantities will be prepared on the basis of said tally tickets, delivered to Inspector at time of delivery of materials. Tickets not receipted by Inspector will not be honored for payment. Each truck shall be clearly numbered to the satisfaction of the Engineer and there shall be no duplication of numbers. Duplicate tickets shall be prepared to accompany each truckload of material delivered to the project. All tickets received that do not contain the following information will not be processed for payment: 1. Truck number 2. Truck tare weight (stamped at source) 3. Gross truckload weight in tons (stamped at source) 4. Net load weight (stamped at source) 5. Driver's name, date, and time of delivery 6. Location for delivery by street and stationing on each street 7. Place for the Engineer to acknowledge receipt 8. Pay item number 9. Contract number and/or name 1-09.3 Scope of Payment Section 1-09.3 is supplemented by adding the following: (******) The bid items listed in Section 1-09.14 will be the only items for which compensation will be made for the Work described in each section of the Standard Specifications when the Contractor performs the specified Work. Should a bid item be listed in a “Payment” clause but not in the Proposal Form, and Work for that item is performed by the Contractor and the Work is not stated as included in or incidental to a pay item in the Contract and is not Work that would be required to complete the intent of the Contract per Section 1-04.1, then payment for that Work will be made as for Extra Work pursuant to a Change Order. The words “Bid Item,” “Contract Item,” and “Pay Item,” and similar terms used throughout the Contract Documents are synonymous. If the “payment” clause in the Specifications relating to any unit bid item price in the Proposal Form requires that said unit bid item price cover and be considered compensation for certain Work or material essential to the item, then the Work or material will not be measured or paid for under any other unit bid item which may appear elsewhere in the Proposal Form or Specifications. Pluralized unit bid items appearing in these Specifications are changed to singular form. Payment for bid items listed or referenced in the “Payment” clause of any particular section of the Specifications shall be considered as including all of the Work required, specified, or described in that particular section. Payment items will generally be listed generically in the Specifications, and specifically in the bid form. When items are to be “furnished” under one payment item and “installed” under another payment item, such items shall be furnished FOB project site, or, if specified in the Special Provisions, delivered to a designated site. Materials to be “furnished,” or “furnished and 11/12/2020 58 installed” under these conditions, shall be the responsibility of the Contractor with regard to storage until such items are incorporated into the Work or, if such items are not to be incorporated into the Work, delivered to the applicable Contracting Agency storage site when provided for in the Specifications. Payment for material “furnished,” but not yet incorporated into the Work, may be made on monthly estimates to the extent allowed. 1-09.6 Force Account Section 1-09.6 is supplemented as follows: (******) Owner has estimated and included in the proposal, dollar amounts for all items to be paid per force account, only to provide a common proposal for Bidders. All such dollar amounts are to become a part of the Contractor’s total bid. However, the Owner does not warrant expressly or by implication that the actual amount of Work will correspond with those estimates. Payment will be made on the basis of the amount of Work actually authorized by the Engineer. 1-09.7 Mobilization Section 1-09.7 is supplemented as follows: (******) Mobilization shall also include, but not be limited to, the following items: the movement of Contractor's personnel, equipment, supplies, and incidentals to the project site; the establishment of an office, buildings, and other facilities necessary for Work on the project; providing sanitary facilities for the Contractor's personnel; and obtaining permits or licenses required to complete the project not furnished by the Owner. Payment will be made for the following bid item(s): “Mobilization & Demobilization,” Lump Sum. 1-09.9 Payments 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 meeting. The initial progress estimate will be made not later than 30 days after the Contractor commences the Work, and successive progress estimates will be made every month thereafter until the Completion Date. Progress estimates made during progress of the Work are tentative and made only for the purpose of determining progress payment. The progress estimates are subject to change at any time prior to the calculation of the final payment. 11/12/2020 59 The value of the progress estimate will be the sum of the following: 1. Unit Price Items in the Bid Form – the approximate quantity of acceptable units of Work completed multiplied by the unit price. 2. Lump Sum Items in the Bid Form – the estimated percentage complete multiplied by the Bid Forms amount for each lump sum item, or per the schedule of values for that item. 3. Materials on Hand – 100 percent of invoiced cost of material delivered to job site or other storage area approved by the Engineer. 4. Change Orders – entitlement for approved extra cost or completed extra Work as determined by the Engineer. Progress payments will be made in accordance with the progress estimate less: 1. Retainage per Section 1-09.9(1); 2. The amount of Progress Payments previously made; and 3. Funds withheld by the Contracting Agency for disbursement in accordance with the Contract Documents. Progress payments for Work performed shall not be evidence of acceptable performance or an admission by the Contracting Agency that any Work has been satisfactorily completed. Payments will be made by check or electronic transfer, issued by the Contracting Agency’s fiscal officer, against the appropriate fund source for the project. Payments received on account of Work performed by a subcontractor are subject to the provisions of RCW 39.04.250. Section 1-09.9 is supplemented as follows: (******) Applications for payment shall be itemized and supported to the extent required by the Engineer by receipts or other vouchers showing payment for materials and labor, payments to subcontractors, and other such evidence of the Contractor's right to payment as the Engineer may direct, including “red line” as-built drawings showing work installed by the contractor during the progress payment period. The Contractor shall submit a progress report with each monthly request for a progress payment. The progress report shall indicate the estimated percent complete for each activity listed on the progress schedule (see Section 1-08.3) and a revised and updated schedule to reflect the most current project completion date. 1-09.9(1) Retainage Section 1-09.9(1) is supplemented as follows: (******) The retained amount shall be released as stated in the Standard Specifications if no claims have been filed against such funds as provided by law, and if the Owner has no unsatisfied claims against the Contractor. In the event claims are filed, the Owner shall withhold, until such claims are satisfied, a sum sufficient to satisfy all claims and to pay attorney's fees. In addition, the Owner shall withhold 11/12/2020 60 such amount as is required to satisfy any claims by the Owner against the Contractor, until such claims have been finally settled. Neither the final payment nor any part of the retained percentage shall become due until the Contractor, if requested, delivers to the Owner a complete release of all liens arising out of this Contract, or receipts in full in lieu thereof, and, if required in either case, an affidavit that so far as the Contractor has knowledge or information, the release and receipts include all labor and materials for which a lien could be filed: but the Contractor may, if any subcontractor refuses to furnish a release or receipt in full, furnish a bond satisfactorily to the Engineer to indemnify the Owner against the lien. If any lien remains unsatisfied after all payments are made, the Contractor shall reimburse to the Owner all monies that the latter may be compelled to pay in discharging such lien, including all costs and reasonable engineer's and attorney's fees. 1-09.9(2) Contracting Agency’s Right to Withhold and Disburse Certain Amounts Section 1-09.9(2) is a new section: (******) In addition to monies retained pursuant to RCW 60.28 and subject to RCW 39.04.250, RCW 39.12 and RCW 39.76, the Contractor authorizes the Engineer to withhold progress payments due or deduct an amount from any payment or payments due the Contractor which, in the Engineer’s opinion, may be necessary to cover the Contracting Agency’s costs for or to remedy the following situations: 1. Damage to another contractor when there is evidence thereof and a claim has been filed. 2. Where the Contractor has not paid fees or charges to public authorities of municipalities, which the Contractor is obligated to pay. 3. Utilizing material tested and inspected by the Engineer, for purposes not connected with the Work (Section 1-05.6). 4. Landscape damage assessments per Section 1-07.16. 5. For overtime Work performed by City personnel per Section 1-08.0(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. 7. Failure of the Contractor to perform any of the Contractor’s other obligations under the 11/12/2020 61 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 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 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 11/12/2020 62 Contract Bond; nor shall such payment constitute a waiver of the Contracting Agency’s ability to investigate and act upon findings of non-compliance with the WMBE requirements of the Contract; nor shall such payment preclude the Contracting Agency from recovering damages, setting penalties, or obtaining such other remedies as may be permitted by law. Before the Work will be accepted by the Contracting Agency, the Contractor shall submit an affidavit, on the form provided by the Engineer, of amounts paid to certified disadvantaged (DB), minority (MBE) or women business enterprises (WBE) participating in the Work. Such affidavit shall certify the amounts paid to the DB, MBE or WBE subcontractors regardless of tier. On federally funded projects the Contractor may also be required to execute and furnish the Contracting Agency an affidavit certifying that the Contractor has not extended any loans, gratuity or gift and money pursuant to Section 1-07.19 of these Specifications. If the Contractor fails, refuses, or is unable to sign and return the Final Progress Estimate or any other documents required for the final acceptance of the Contract, the Contracting Agency reserves the right to establish a completion date and unilaterally accept the Contract. Unilateral acceptance will occur only after the Contractor has been provided the opportunity, by written request from the Engineer, to voluntarily submit such documents. If voluntary compliance is not achieved, formal notification of the impending unilateral acceptance will be provided by certified letter from the Engineer to the Contractor that will provide 30 calendar days for the Contractor to submit the necessary documents. The 30-calendar day deadline shall begin on the date of the postmark of the certified letter from the Engineer requesting the necessary documents. This reservation by the Contracting Agency to unilaterally accept the Contract will apply to contracts that are completed in accordance with Section 1-08.5 for contracts that are terminated in accordance with Section 1-08.10. Unilateral acceptance of the Contract by the Contracting Agency does not in any way relieve the Contractor of the provisions under contract or of the responsibility to comply with all laws, ordinances, and federal, state, and local regulations that affect the Contract. The date the Contracting Agency unilaterally signs the Final Progress Estimate constitutes the final acceptance date (Section 1-05.12). 1-09.11 Disputes and Claims 1-09.11(2) Claims Paragraph 5 is revised as follows: (******) Failure to submit with the Final Application for Payment such information and details as described in this section for any claim shall operate as a waiver of the claims by the Contractor as provided in Section 1-09.9. 1-09.11(3) Time Limitations and Jurisdiction Paragraph 1, Sentence 1 is revised as follows: (******) …such claims or causes of action shall be brought in the Superior Court of the county where the Work 11/12/2020 63 is performed. 1-09.13 Claims and Resolutions 1-09.13(3) Claims $250,000 or Less Delete this Section and replace it with the following: (******) The Contractor and the Contracting Agency mutually agree that those claims that total $250,000 or less, submitted in accordance with Section 1-09.11 and not resolved by nonbonding ADR processes, shall be resolved through litigation, unless the parties mutually agree in writing to resolve the claim through binding arbitration. 1-09.13(3)A Administration of Arbitration Revise the third paragraph to read: (******) The Contracting Agency and the Contractor mutually agree to be bound by the decision of the arbitrator, and judgment upon the award rendered by the arbitrator may be entered in the Superior Court of the county in which the Contracting Agency’s headquarters are located. The decision of the arbitrator and the specific basis for the decision shall be in writing. The arbitrator shall use the Contract as a basis for decisions. 1-09.13(3)B Procedures to Pursue Arbitration Section 1-09.13(3)B is supplemented by adding: (******) The findings and decision of the board of arbitrators shall be final and binding on the parties, unless the aggrieved party, within 10 days, challenges the findings and decision by serving and filing a petition for review by the superior court of King County, Washington. The grounds for the petition for review are limited to showing that the findings and decision: 1. Are not responsive to the questions submitted; 2. Is contrary to the terms of the contract or any component thereof; 3. Is arbitrary and/or is not based upon the applicable facts and the law controlling the issues submitted to arbitration. The board of arbitrators shall support its decision by setting forth in writing their findings and conclusions based on the evidence adduced at any such hearing. The arbitration shall be conducted in accordance with the statutes of the State of Washington and court decisions governing such procedure. The costs of such arbitration shall be borne equally by the City and the Contractor unless it is the board's majority opinion that the Contractor's filing of the protest or action is capricious or without 11/12/2020 64 reasonable foundation. In the latter case, all costs shall be borne by the Contractor. 1-09.14 Payment Schedule Measurement and Payment Schedule for Bid Items in This Project Proposal Section 1-09.14 is a new section: (******) GENERAL 1-09.14(1) Scope Section 1-09.14(1) is a new section: (******) A. Payment for the various items of the bid sheets, as further specified herein, shall include all compensation to be received by the Contractor for furnishing all tools, equipment, supplies, and manufactured articles, and for all labor, operations, and incidentals appurtenant to the items of Work being described, as necessary to complete the various items of the Work all in accordance with the requirements of the Contract Documents, including all appurtenances thereto, and including all costs of compliance with the regulations of public agencies having jurisdiction, including Safety and Health Administration of the U.S. Department of Labor (OSHA). No separate payment will be made for any item that is not specifically set forth in the Bid Schedules, and all costs therefore shall be included in the prices named in the Bid Schedules for the various appurtenant items of Work described in these Special Provisions and shown on the Plans. B. The Owner shall not pay for material quantities, which exceed the actual measured amount used and approved by the Engineer. C. It is the intention of these Specifications that the performance of all Work under the bid for each item shall result in the complete construction, in an accepted operating condition, of each item. 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. 11/12/2020 65 1-09.14(2) Bid Items Section 1-09.14(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, C, and D. 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 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. • Schedule C: 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 D: Work Associated with the new Water lines, including pipeline, fittings, concrete blocking, utility relocations, sidewalk and curb and gutter restoration for the water main 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. The following subsection provides the measurement and payment information of the Bid Items specific to Schedule A – General Items. 1-09.14(2)A Mobilization & Demobilization (Bid Item A-1) – Lump Sum Measurement for Mobilization & Demobilization shall be lump sum. The lump sum price shown will cover the complete cost of furnishing and installing, complete and in-place all Work and materials necessary to move and organize equipment and personnel onto the job site, provide and maintain all necessary support facilities and utilities, obtain all necessary permits and licenses, conduct pre- construction photography and video inspection, prepare the site for construction operations, and maintain the site and surrounding areas during construction, provide protection of existing utilities, provide component and system testing, move all personnel and equipment off the site after contract completion and provide post-construction photography and video inspection. Payment for Mobilization & Demobilization shall be made at the lump sum amount bid (NOT to exceed 80% of bid price prior to completion of construction) based on the percent of completed Work as 11/12/2020 66 defined in the 2020 Standard Specifications for Road, Bridge, and Municipal Construction (WSDOT) for mobilization. Payment for the remaining 20% will be made upon completion and final clean-up of the construction site. Such payment shall be full compensation for all mobilization of employees, equipment and materials, Mobilization Plan, Work Plan, preparation of all necessary submittals, bonds, insurance, site improvements, permits, clean-up, Contaminated Soil and Groundwater Handling and Management Plan, safety plan, and other plans/submittals not specifically covered in bid items, etc. all in conformance with the Contract Documents unless otherwise paid for in separate bid items. This bid item may not be more than ten percent (10%) of the total amount of Bid for schedules B, C and D. The Contractor shall prepare a Mobilization Plan showing the proposed location for storage of all equipment and material proposed to be located at the site. Storage shall not interfere with use of the City ROW and commercial and residential access. For any proposed storage on private property outside the easement or work area, the Contractor shall obtain a Temporary Use Permit for storage areas on private property. The Contractor shall be responsible for all fees, applications, and work needed to obtain the permit. The Contractor shall allow 3 to 4 weeks to obtain the Temporary Use Permit from the City. The Contractor shall prepare a Work Plan that shall include the following: A. Proposed Construction Sequence and Schedule for all major items of work. B. Mobilization Plan showing the proposed location for storage of all equipment and materials. C. Temporary Erosion and Sediment Control Plan for all stages of the project D. Traffic Control Plan, including provisions for cleaning and sweeping of any impacted roadways. E. Shoring Systems plan/provisions. F. King County Connection Plan G. SPU Pipe Support Plan. H. AT&T Protect-in-Place Plan. I. Dewatering Plan J. Contaminated Soil and Water Handling and Management Plan. K. Identify Disposal Sites for various waste materials and provide copies of the site’s permits, licenses, and approvals. L. Pedestrian Handling Plan. M. Health and Safety Plan and Accident Prevention Program. N. Exposure Control, Mitigation, and Recovery Plan (ECMRP) 11/12/2020 67 O. Settlement Monitoring Plan P. Vibration Monitoring Plan Q. Night Work Construction and Noise Mitigation Plan The Work Plan shall be submitted to the City for review and approval within 42 calendar days of the contract award. 1-09.14(2)B Construction Surveying, Staking, and As-Built Drawings (Bid Item A-2) – Lump Sum Measurement for Construction Surveying, Staking, and As-Built Drawings shall be per the lump sum bid price and based on the percentage of total Work complete at the time of measurement. Payment may be prorated over the construction period based on the amount of work completed for construction surveying, staking and as-built information. Survey will be per Special Provision Section 1-05.4 and City of Renton Surveying Standards on Special Provision Section 1-11. The as-built survey will be per Special Provisions Section 1-11. The contractor shall provide the City with a set of redline drawings with the as-built locations and elevations of all new utilities and construction work. Payment for Construction Surveying, Staking and As-Built Drawings shall be full compensation for all labor, materials, equipment, tools, all incidental work needed to provide construction surveying and of the improvements (including providing a Washington State licensed surveyor for said work), staking in advance of pipe laying, fittings and structure installation, surveying the horizontal and vertical locations of all potholed existing utilities within the work area, verification and recording of the elevations of existing roadway centerline, crown, and edge of pavement to ensure that all roadways can be reconstructed to existing grade, and preparation of cut-sheets. Said payment will be complete compensation for all labor, materials, equipment, tools, all incidental work needed to provide as-built surveying, preparing “red line” as-built drawings for pay estimate submittal with fittings and dimensions of existing and proposed facilities installed or encountered during the pay period, furnishing an electronic file with construction drawings stamped and signed by a licensed land surveyor that contains the as-built information and copies of field notes, furnishing and resetting property corners when disturbed by the contractor’s activities, and removing utility locate marks from sidewalks within the Downtown Core Area. No more than 50% of the bid amount for this item shall be paid prior to the review and acceptance of the as-constructed information by the Engineer. 1-09.14(2)C Temporary Traffic Control (Bid Item A-3) – Lump Sum Measurement for Temporary Traffic Control shall be will 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 shall be made at the measured percentage amount for the pay period times the lump sum bid amount. Payment shall be full 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 11/12/2020 68 that is not included in other bid items. The Lump Sum contract price shall be full pay for all costs for performing the work described in Section 1-10.3(3), Section 1-10.3(4), and in the Traffic Control Information. Payment shall include but not be limited to providing for public convenience and safety, traffic control supervisor, construction signs, detours, barricades, sequential arrow boards, 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 approved Traffic Control Plans, the Contract Documents and the Manual on Uniform Traffic Control Devices (MUTCD) and as directed by the Engineer and by the City’s Transportation Department. Also, included in the contract price is the cost to furnish traffic control services and equipment for construction surveying, staking, and as-built drawings. All adjustments to the Traffic Control Plan are considered incidental, and no additional payment will be made for adjustments. 1-09.14(2)D Stormwater Pollution Prevention and Temporary Erosion and Sediment Control Plan and Implementation (Bid Item A-4) – Lump Sum Measurement for Stormwater Pollution Prevention and TESC Plan and Implementation shall be per the lump sum bid price based on the percentage of total Work complete in conformance with the Contract Documents at the time of measurement. Payment for Stormwater Pollution Prevention and TESC Plan and Implementation shall be full compensation for all labor, material, tools, equipment, and other incidental costs required to comply with the Construction Stormwater General permit and Administrative Order 18385 (included in the Appendix), prepare and implement the Stormwater Pollution Prevention Plan and Temporary Erosion and Sediment Control Plan as describe in Section 1-07.15 and implement the temporary erosion and sediment control BMP’s, including but not limited to installation, monitoring, and maintenance of sediment ponds, straw wattles, filter fabric fencing, tree protection fencing, pumping of construction water, sedimentation tanks, coffer dams, temporary storm drain diversions including temporary piping, check dams, cover measures including plastic covering, street sweeping, collection and disposal of wastewater from asphalt and concrete cutting operations, conduct water quality testing and reporting, permitting fees, fines, or other costs, and other work necessary to meet the contract and permit requirements, not otherwise shown as a separate payment item. Temporary Erosion Control measures include inlet protection (catch basin inserts), cleaning catch basins, filter fabric fencing, straw wattles, construction entrance, straw mulch, plastic sheeting, sedimentation tanks, etc. at a minimum. Other erosion control measures may be necessary depending on weather and site conditions, including but not limited to, hay bales, placement of plastic sheets over exposed soil and stockpiles, mulching, netting, etc., and any other activities needed to control erosion from the project. The Contractor shall update the DRAFT Storm Water Pollution Prevention Plan, develop a "red lined" Temporary Erosion and Sediment Control plan, and submit it to the City for review and approval. The plan shall be based on the City of Renton Surface Water Design Manual and proper construction practices. After the erosion control system is installed the Contractor shall make any field adjustments necessary to reduce or eliminate any erosion and discharge of sediment-laden water. All adjustments are considered incidental and no additional payment will be made for adjustments. 11/12/2020 69 1-09.14(2)E Landscape Restoration (Bid Item A-5) – Lump Sum Measurement for Landscape Restoration work shall be lump sum, and based on the percentage of total Work complete, at the time of measurement in conformance with the Contract Documents. Payment for Landscape Restoration shall be full compensation for all labor, equipment, materials, hauling, excavation, sod, grass seed, trees, shrubs, topsoil, landscape bark, gravel, concrete, planting, preparation, compaction, watering, restoration, etc. required to restore landscaped, grass, trees, shrubs, and planted areas including road medians, planter strips, and other unpaved areas within the ROW to an equal or better condition in conformance with the Contract Documents. It shall include but not be limited to the following: • Hauling and disposing unsuitable, surplus and/or waste materials • Replacing and restoring any landscaping, rockeries, walls, tree removal and replacement, trees, bark, and other improvements disturbed by construction activities, as directed by the Engineer • Preparation, placement, and maintenance of 8” depth topsoil and lawn sod per City specifications as supplemented in the Special Provisions. All lawn areas shall be replaced with topsoil and sod. Bare areas shall be replaced at a minimum with mulch and seed. • Site cleanup of all areas disturbed by contractor’s activities to match the conditions as closely as existed prior to contractor’s beginning work or as directed by the Engineer. 1-09.14(2)F Remove and Replace Pavement Markings (Bid Item A-6) – Lump Sum Measurement for Remove and Replace Pavement Markings shall be per lump sum and shall be based on the percentage of total Work complete in conformance with the Contract Documents at the time of measurement. Payment for Remove and Replace Pavement Markings shall be full compensation for all material, equipment, tools, labor and all else necessary for and incidental to remove and re-establish existing pavement markings and channelization devices including but not limited to Shur-curbs in accordance with the plans and specifications. Removal of utility locate markings from sidewalks in the downtown area shall be included in this bid item. The following table provides an estimate of the quantities for various pavement markings to be re- established. All Stop Bars, Traffic Arrows, Crosswalks shall be thermoplastic. Pavement markings will not be specifically measured however, the following approximate quantities have been estimated for the bidders’ convenience. Item Unit Quantity Channelization Lines LF 13,000 Traffic Arrows EA 30 Stop Bars LF 300 Parking LF 500 No Parking LF 1000 Crosswalk SF 5000 Crosshatch LF 800 11/12/2020 70 1-09.14(2)G Construction Dewatering Plan (Bid Item A-7) – Lump Sum Measurement for Construction Dewatering Plan shall be per the lump sum bid price for the plan, prepared in conformance with the Contract Documents and approved by the Engineer. Payment for Construction Dewatering shall be full compensation for all equipment, labor, materials, planning, design, engineering, and submittals required to furnish and update the plan as required under the provisions of any permits required to complete this item of Work in conformance with the Contract Documents. All adjustments to the Construction Dewatering Plan are considered incidental, and no additional payment will be made for adjustments. 1-09.14(2)H Contaminated Soil and Water Management Plan (Bid Item A-8) - Lump Sum Measurement for Contaminated Soil and Water Management Plan shall be per the lump sum bid price. The preparation of the Contaminated Soil and Water Management Plan shall be in accordance with Section 2-05.3(3) of the Special Provisions. The Contaminated Soil and Water Management Plan shall include a Health and Safety Plan in accordance with Section 2-05.3(2) of the Special Provisions. Payment for the Contaminated Soil and Water Management Plan preparation, including the Health and Safety Plan shall be full compensation for all labor and materials to develop the plans as well as Contractor labor for its job site monitoring to identify any observations of “suspicious looking” materials and odors, such as an oily sheen on soils or water, and oily or chemical odors. If contaminated soil or water is encountered, testing, handling, and treatment of such contaminated soils or ground water will be paid for under separate bid items. 1-09.14(2)I Hot Mix Asphalt Overlay (Bid Items A-9) – Ton Measurement for Hot Mix Asphalt Overlay shall be measured in Tons based on the weight of material installed for final overlay in conformance with the Contract Documents, unless otherwise approved by the Engineer. Wasted materials will not be included in the measurement or payment. Only materials placed within the limits shown on the plans will be considered for payment. Material placed outside of the limits shown on the plans or as approved by the Engineer will be deducted from the certified tickets. Payment for Hot Mix Asphalt Overlay shall be full compensation for all labor, materials, tools, equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: • Removal and disposal of existing pavement • Milling, grinding, planing, chipping, jackhammering and/or sawcutting 2” in depth to prepare the asphalt surface for overlay • Furnishing, placing, and compacting hot mix asphalt materials for final overlay • Sealing all cold joints • Tack coat • Joint seal • Asphalt Sidewalk Transitions • Hauling • Aggregate 11/12/2020 71 • Sweeping • Adjustment of utilities to grade • Temporary pavement markings • Cleanup • All other incidentals necessary to complete paving and restore the roadway grade to existing elevations. Hot Mix Asphalt Overlay is exempt from Section 1-04.6 and no price adjustment will be made for variation in actual quantity used. The following subsections provide the measurement and payment information of the Bid Items common to schedules B, C and/or D. 1-09.14(2)J Non-Structural Shoring or Extra Excavation, Class B (Bid Items B-1, C-1, and D- 1) – Square Foot Measurement for Non-Structural Shoring or Extra Excavation, Class B shall be measured by the square foot. The area measured for payment will be one vertical plane measured along the centerline of the storm/sewer/water main, including pipes, water services, side sewers, storm laterals, structures, pipe support systems, access hatches, and other subsurface components of the work that require Non- Structural Structural Shoring or Extra Excavation, Class B in order to complete the Work in conformance with the Contract Documents. Measurement will be made from the existing ground line to the bottom of the trench excavation and for the length of the storm/sewer/water main work actually performed and shown to be installed in conformance with the Contract Documents. Settlement monitoring, vibration monitoring, and removal, demolition, and abandonment of structural shoring is incidental to the work. Payment for Non-Structural Shoring or Extra Excavation, Class B shall be full compensation for all equipment, labor, materials, hauling, planning, design, engineering, submittals, furnishing and constructing, and removal and disposal of such temporary sheeting, trench boxes, hydraulic shoring, and bracing complete as required under the provisions of any permits and in the requirements of OSHA and RCW Chapter 49.17, etc., required to complete this item of Work in conformance with the Contract Documents. The work includes, but not limited to, preparing and submitting a Shoring Plan stamped by a professional engineer registered in the State of Washington prior to the preconstruction conference. Non-Structural Shoring or Extra Excavation, Class B is exempt from Section 1-04.6 and no price adjustment will be made for variation in actual quantity used. 1-09.14(2)K Structural Shoring (Bid Items B-2, C-2, and D-2) – Square Foot Measurement for Structural Shoring will be measured by the square foot. The area measured for payment will be one vertical plane measured along the centerline of the storm/sewer/water main, encompassing pipes, water services, side sewers, storm laterals, structures, pipe support systems, access hatches, and other subsurface components of the work that require Structural Shoring in order to complete the Work in conformance with the Contract Documents. Measurement will be made from the existing ground line to the bottom of the trench excavation and for the length of the 11/12/2020 72 storm/sewer/water main work actually performed and shown to be installed in conformance with the Contract Documents. Settlement monitoring, vibration monitoring, and removal, demolition, and abandonment of structural shoring is incidental to the work. Payment for Structural Shoring shall be full compensation for all equipment, labor, materials, hauling, planning, design, engineering, submittals, furnishing and constructing, and removal and disposal of structural shoring and bracing complete as required under the provisions of any permits and in the requirements of OSHA and RCW Chapter 49.17, etc., and settlement monitoring and vibration monitoring as required to complete this item of Work in conformance with the Contract Documents. The work includes, but not limited to, preparing and submitting a Shoring Plan stamped by a professional engineer registered in the State of Washington prior to the preconstruction conference. Structural Shoring is exempt from Section 1-04.6 and no price adjustment will be made for variation in actual quantity used. 1-09.14(2)L Flaggers (Bid Item B-3, C-3, and D-3) – Hour Measurement for Flaggers will be by the hour. Hours will be measured for each flagging station shown on and staffed in accordance with an approved Traffic Control Plan. When a flagging station is staffed on an intermittent basis, hours will be measured, rounding up to the nearest 10 minutes for actual time spent flagging. If flagging is required for a minimum of three -quarters (¾) of each hour for a minimum of four (4) hours during a shift, hours will be measured by the full hour, including “stand- by” for those hours requiring the minimum of three-quarters. Time spent on activities other than staffing the flagger station shall be deducted from the stand-by. Time spent on activities other than staffing the flagger station shall be considered incidental to other bid items and will not be measured under this item. Payment for Flaggers shall be full compensation for all labor, equipment, materials, tools, and incidentals to staff and operate flagging station(s) in accordance with Section 1-10.3(1)A and the approved Traffic Control Plan. Flaggers is exempt from Section 1-04.6 and no price adjustment will be made for variation in actual quantity used. 1-09.14(2)M Uniformed Police Officer (Bid Items B-4, C-4, and D-4) – Hour Measurement for Uniformed Police Officer will be measured by the hour with a minimum 4-hour shift per officer. Hours will be measured for each Uniformed Police Officer directing or monitoring traffic in accordance with an approved Traffic Control Plan. Contractor is responsible for timely scheduling and cancellations per the respective police office resource office. Any charges resulting in non- compliance per the respective police office’s guidelines will be at the Contractor’s cost, unless circumstances outside of the Contractor’s control have occurred Payment for Uniformed Police Officer shall be full compensation for all labor, equipment, materials, tools, and incidentals to direct or monitor traffic in accordance with Section 1-10.3(1)A and the approved Traffic Control Plan. 11/12/2020 73 Uniformed Police Officer is exempt from Section 1-04.6 and no price adjustment will be made for variation in actual quantity used. 1-09.14(2)N Select Imported Trench Backfill (Bid Items B-5, C-5, and D-5) – Ton Measurement for Select Imported Trench Backfill will be measured in tons based on the weight of material installed into the Work in conformance with the Contract Documents. Certified weight tickets will accompany each load, a copy of tickets will be given to the Engineer daily. Wasted materials will not be included in the measurement or payment. Only materials placed within the limits of the pipe trench described in the Special Provisions will be considered for payment. Material placed outside of the limits described in the Special Provisions, within the pipe zone, around structures, or as approved by the Engineer will be deducted from the certified tickets. Payment for Select Imported Backfill shall be full compensation for all labor, materials, tools, equipment, incidentals necessary to furnish and install select import backfill, hauling, placement, compaction, removal, haul and disposal of unsuitable excavated materials, waste and surplus materials, etc., required to backfill the pipe trench in conformance with the Contract Documents. Selected Imported Trench Backfill is exempt from Section 1-04.6 and no price adjustment will be made for variation in actual quantity used. 1-09.14(2)O Crushed Surfacing Top Course (Bid Items B-6, C-6, and D-6) – Ton Measurement for Crushed Surfacing Top Course will be measured in tons based on the weight of material installed into the Work in conformance with the Contract Documents. Certified weight tickets will accompany each load, a copy of tickets will be given to the Engineer daily. Wasted materials will not be included in the measurement or payment. Only materials placed and compacted within the limits of the final hot mix asphalt patch, sidewalk, driveway, curb, and gutter will be considered for payment. Material placed outside of the limits shown in the standard details and Contract Documents, within the backfill zone, around structures, or as approved by the Engineer will be paid for under other bid items. Payment for Crushed Surfacing Top Course shall be full compensation for all labor, materials, tools, equipment, incidentals necessary to furnish and install crushed surfacing top course, hauling, placement, compaction, removal, haul and disposal of unsuitable excavated materials, waste and surplus materials, etc., required to install the crushed surfacing top course in conformance with the Contract Documents. Crushed Surfacing Top Course is exempt from Section 1-04.6 and no price adjustment will be made for variation in actual quantity used. 1-09.14(2)P Hot Mix Asphalt Patch (Bid Items B-7, C-7, and D-7) –Ton Measurement for Hot Mix Asphalt Patch shall be measured in Tons based on the weight of material installed for the final trench patch and final curb ramp patches in conformance with the Contract Documents, unless otherwise approved by the Engineer. Wasted materials and temporary asphalt patch materials will not be included in the measurement or payment. Only materials placed within the limits shown on the plans will be considered for payment. Material placed outside of the limits shown on the plans or as approved by the Engineer will be deducted from the certified tickets. 11/12/2020 74 Payment for Hot Mix Asphalt Patch shall be full compensation for all labor, materials, tools, equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: • Removal and disposal of existing pavement • Furnishing, placing, and compacting hot mix asphalt materials for the final asphalt patch • Sealing all cold joints • Tack coat • Joint seal • Asphalt Sidewalk Transitions • Hauling • Aggregate • Sweeping • Adjustment of utilities to grade • Temporary pavement markings • Cleanup • All other incidentals necessary to complete paving and restore the roadway grade to existing elevations. Hot Mix Asphalt Patch is exempt from Section 1-04.6 and no price adjustment will be made for variation in actual quantity used. 1-09.14(2)Q Remove and Replace Concrete Sidewalk and Driveway (Bid Items B-8, C-8, and D-8) – Square Yard Measurement for Remove and Replace Concrete Sidewalk and Driveway shall be based on square yard of concrete sidewalk and driveway, to match existing, restored to a saw-line line cut in conformance with the contract documents. Payment for Remove and Replace Concrete Sidewalk and Driveway shall be full compensation for all labor, equipment, materials, tools and incidentals to remove and replace cement concrete driveway and sidewalk in conformance with the contract documents and plans, and shall include but not be limited to the following: • Sawcutting, removal and disposal of existing driveway, curb, sidewalk, and existing pavement • Removal and disposal of surplus, unsuitable and/or waste materials • Temporary hot mix asphalt patching, • Furnishing and installing formwork • Furnishing and placing joint filler • Furnishing, placing, compacting, and finishing concrete for new driveway and/or sidewalk surface • Adjustment of utilities to grade • Removal and reinstallation of existing signs affected by work related to this bid item, including replacement of wooden signposts with metal signposts per Standard Plan 129 • Cleanup Gravel driveway and gravel parking areas, if existing, shall be restored under landscape restoration. 11/12/2020 75 1-09.14(2)R Remove and Replace Concrete Curb and Gutter (Bid Items B-9, C-9, and D-9) – Linear Foot Measurement for Remove and Replace Concrete Curb and Gutter shall be per linear foot of curb repair required for installation of utilities in conformance with the Contract Documents. Payment for Remove and Replace Concrete Curb and Gutter shall be full compensation for all labor, materials, tools, equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: • Sawcutting, removal and disposal of existing pavement, curb, and gutter • Removal and disposal of surplus, unsuitable and /or waste materials • Temporary hot mix asphalt patching, • Furnishing and installing temporary formwork • Furnishing, placing, and finishing concrete and joint filler for new curb and gutter • Cleanup 1-09.14(2)S Removal and Replacement of Unsuitable Foundation Material (Bid Items B-10, C-10, and D-10) – Ton Measurement for Removal and Replacement of Unsuitable Foundation Material will be measured in Tons based on the placed weight of material installed in conformance with the Contract Documents. Placement of foundation material will be measured only for the area(s) authorized by the Engineer. Certified tickets will accompany each load, a copy of tickets will be given to the Engineer daily. Wasted materials will not be included in the measurement or payment. Payment for Removal and Replacement of Unsuitable Foundation Material shall be full compensation for all labor, materials, tools, equipment, excavation, foundation materials, haul, placement, water, compaction, removal haul and disposal of waste material, etc., required to complete this item of Work in conformance with the Contract Documents. Payment for this item will be only for the removal and replacement of unsuitable material requested by the City. Removal and Replacement of Unsuitable Foundation Material is exempt from Section 1- 04.6 and no price adjustment will be made for variation in actual quantity used. 1-09.14(2)T Site Specific Utility Potholing (Bid Items B-11, C-11, and D-11) – Each Measurement for performing Site Specific Utility Potholing will be per each for each location shown on the engineering drawings, or as directed by the Engineer. Work shall be performed in conformance with the Contract Documents (see Section 1-07.17(3) for Site Specific Potholing). Site Specific Potholing is limited to potholing as identified in the Plans or as directed by the Engineer, which is separate from and in addition to potholing included as incidental for utility installation. Payment for Site Specific Utility Potholing shall be full compensation for all labor, tools, equipment, and materials required to complete the work in conformance with the Contract Documents including but not limited to the following: • Pavement and concrete cutting, excavation, dewatering, 11/12/2020 76 • Potholing for utility location, • Removal, hauling and disposal of all pavement, waste, and excess materials, • Relocating or coordinating relocation of the utility, • Placement of backfill (native) material, compaction, water, grading, temporary hot mix asphalt patch, and cleaning. Payment also includes all: • Temporary traffic control operations, utility one-call and, coordination with utility owner, and • Temporary restoration work associated with potholing. Site Specific Utility Potholing is exempt from Section 1-04.6 and no price adjustment will be made for variation in actual quantity used. If the native material is unsuitable to use to refill the pothole, imported backfill shall be used. Imported backfill will be paid under a separate bid item. Permanent asphalt patch will be paid under a separate bid item. 1-09.14(2)U Replace Survey Monument (Bid Items B-12, C-12, and D-12) – Each Measurement for Replace Survey Monument shall be per each survey monument replaced, including each witness monument placed (if needed). If no survey monuments will be removed and replaced under this bid item, final payment for this item will be $0 (zero). This bid item shall also be used for new survey monument where required on the plans. Payment for Replace Survey Monument shall be full compensation for all labor, materials, equipment, travel, surveying, documentation, permits, and replacement of each survey monument as shown on the plans required to complete this item of work in conformance with the Contract Documents. Up to 50 percent of the unit bid price for each monument will be paid after each existing monument is surveyed, and the City receives a copy of the Application to Remove a Monument submitted to the Washington State Department of Natural Resources. The remaining 50 percent of the unit bid price for each monument will be paid after each new monument is placed or replaced, a copy of the Completion Report and a new Monument Card is submitted to the City, and the City review and acceptance of the new/replaced monument and Monument Card. Replace Survey Monument shall be per Special Provisions Section 1-05.4 and the City of Renton Surveying Standards in Special Provisions Section 1-11. The surveyor shall comply with WAC 332-120 Survey Monuments – Removal or Destruction. Contractor shall contact Amanda Askren (City of Renton) at 425-430-7369 prior to performing work. The work includes, but is not limited to: A. Locating and surveying all existing monuments and providing the City with a copy of the survey results. B. Providing the City with a copy of Application to Remove a Monument submitted to the 11/12/2020 77 State DNR for each monument. C. Resetting the monuments in the original positions or setting witness monuments if needed. All new monuments, discs, materials, and the work needed to set them are included. D. Providing the City with a copy of the Completion Report submitted to the State DNR for each monument. E. Submitting a City Monument Card to the City showing the new monument and monument ties. Existing monument ties will be used whenever possible. New ties shall be set where needed. New monuments and monument cards are subject to City review and approval. Any corrections or resurveying needed shall be incidental. F. All work shall be located per the City of Renton Survey Control Network. Coordinates shall be given for the new and existing monument. Replace Survey Monument is exempt from Section 1-04.6 and no price adjustment will be made for variation in actual quantity used. 1-09.14(2)V Sawcutting Asphalt Pavement (Bid Items B-13, C-13, and D-13) – Linear Foot Measurement for Sawcutting Asphalt Pavement shall be based on the horizontal linear footage measured along the completed joint seal of permanent asphalt patches only, regardless of material or depth of pavement and as approved by the engineer. No payment will be made for cutting of asphalt pavement prior to the final sawcut for the permanent asphalt patch or for sawcuts that are not approved by the engineer. The Contractor is hereby advised that existing pavement varies with a typical thickness of approximately 12-inches and consists of varied materials including brick, concrete, and asphalt. All other pavement cutting shall be considered incidental to other bid items. Payment for Sawcutting Asphalt Pavement shall be full compensation for all tools, equipment, labor, materials, and incidentals required to complete this work as specified in the contract documents. Sawcutting Asphalt Pavement is exempt from Section 1-04.6 and no price adjustment will be made for variation in actual quantity used. 1-09.14(2)W Dewatering Systems (Bid Items B-14, C-14, and D-14) – Lump Sum Measurement for Dewatering Systems shall be per lump sum based on the percentage of water, storm drain, and sanitary sewer main installed and complete at the time of measurement. Payment for Dewatering Systems shall made at the measured percentage amount for the pay period times the lump sum bid amount and shall be full compensation for all labor, tools, materials, equipment, mobilization, quality control, water quality treatment and monitoring, permit fees and fines, observation wells, vibration monitoring, settlement monitoring, incidental sump pumping, and other work required or implicitly needed to provide installation, operation and abandonment, and any additional pumping or testing necessary to provide a properly functioning vacuum wellpoint, pumped well, or similar dewatering system. Sump pumping to control perched or pocketed water in 11/12/2020 78 conjunction with a wellpoint or pumped well system is considered incidental to the pumped well dewatering system. Payment shall also include the Contractor’s use of temporary sedimentation tanks, as needed during construction and associated labor, tools, equipment and incidental costs including temporary sedimentation tank mobilization, set up, maintenance, and relocation as work progresses, and incidentals required to use temporary sedimentation tanks, when needed to meet regulatory discharge requirements. 1-09.14(2)X Construction Geotextile (Bid Items B-15, C-15, and D-15) – Square Yard Measurement for Construction Geotextile shall be per square yard installed as measured by the length installed by the standard width of the trench/sections as shown on the Plans. All use of geotextile shall be pre-approved by the Engineer. Payment for Construction Geotextile shall be full compensation for all material, equipment, tools, labor, and all necessary for and incidental to the installation of geotextile in accordance with the Contract Documents and as directed by the Engineer. Construction Geotextile is exempt from Section 1-04.6 and no price adjustment will be made for variation in actual quantity used. If no geotextile is authorized under this bid item, final payment for this item will be $0 (zero). 1-09.14(2)Y Controlled Density Fill (Bid Items B-16, C-16, and D-16) – Cubic Yard Measurement for Control Density Fill shall be per cubic yard in conformance with the Contract Documents. All use of CDF shall be pre-approved by the Engineer. CDF used beyond the agreed amount or CDF used without prior Engineer approval will not be paid. Payment for Control Density Fill shall be full compensation for all material, equipment, tools, labor, and all necessary for and incidental to the installation of Control Density Fill in accordance with the Contract Documents and as directed by the Engineer. Payment for this item will be only for the control density fill pre-approved by the City. Cement-based grout for abandoning existing utilities will be paid under a separate bid item. If no control density fill is authorized under this bid item, final payment for this item will be $0 (zero). The controlled density fill bid item is exempt from Section 1-04.6 and no price adjustment will be made for variation in actual quantity used. 1-09.14(2)Z Removal of Unforeseen Obstructions and Debris (Bid Items B-17, C-17, and D- 17) – Force Account For the purpose of providing a common proposal for all bidders, the Contracting Agency has entered an amount for Removal of Unforeseen Obstructions and Debris in the Proposal to become a part of the total bid by the Contractor. In the event that existing and unforeseen obstructions or debris must be removed to complete the work, all or part of this estimated amount may be used in accordance with the procedure as outlined in Section 1-04.5 and 1-04.7 of the Standard Specifications. The unit contract price for Removal of Unforeseen Obstructions and Debris is given in the Schedule of Prices and shall not be changed by the bidder. 11/12/2020 79 All work and payment under this item will be authorized in writing by the Engineer. Payment will be determined in accordance with Section 1-09.6 of the Standard Specifications. Payment for this item will be only for the changes and amounts approved by the City and shall be full compensation for all labor, tools, equipment, and materials required to perform the work in conformance with the Contract documents, including but not limited to the following: • Removal, hauling, and disposal of structural steel, concrete, timber, piping, boulders, vehicles, or other material not able to be removed with customary utility trench excavation equipment • Traffic control operations • Coordination with the Engineer and Owner 1-09.14(3)AA Soil Sampling and Testing (Bid Items B-18, C-18, and D-18) — Each Measurement for Soil Sampling and Testing will be measured per each test requested by the Engineer. Each test shall include testing for petroleum hydrocarbons by methods NWTPH-G/BTEX and NWTPH- Dx, RCRA metals, and TCLP metals follow-up as needed, and any other tests required by the disposal facility. Payment for Soil Sampling and Testing shall be full compensation for all labor, equipment, and material required to remove pavement, excavate, collect sample, transport, analyze samples, backfill sample location, restore site to pre-sample condition, dispose of waste, and provide results to Engineer. If or when soils are being tested, Contractor shall continue the construction process on other aspects of the Work whenever possible and no additional cost for any standby time shall apply. Payment for Soil Sampling and Testing will be only for the soil sampling and tests requested by the City. If no tests are authorized under this bid item, final payment for this item will be $0 (zero). The Soil Sampling and Testing bid item is exempt from Section 1-04.6 and no price adjustment will be made for variation in actual quantity used. 1-09.14(2)AB Contaminated Soil Excavation, Haul, and Disposal (Bid Items B-19, C-19, and D-19) – Ton Measurement for Contaminated Soil Excavation, Haul, and Disposal will be measured in tons based on the tonnage reported on the shipping manifest or bill of lading from the permitted disposal facility. Certified weight tickets will accompany each load, a copy of tickets will be given to the Engineer daily. Wasted materials will not be included in the measurement or payment. Only materials excavated within the Engineer directed areas will be considered for payment. Payment for Contaminated Soil Excavation, Haul, and Disposal shall be full compensation for all labor, materials, equipment, excavation, removal, stockpiling, hauling, and disposal of waste materials, etc., required to complete this item of Work in conformance with the Contract Documents. Contaminated Soil Excavation includes the excavation of materials characterized as contaminated based on sampling results for the storm sewer, sanitary sewer and water main construction, construction of catch basins, manholes, and vaults in accordance with the plan drawings. This excavated soil shall be managed in accordance with applicable state and federal regulations outlined 11/12/2020 80 in Section 2-05 and in the Contract Documents. Handling and disposal of materials shall adhere to all transportation requirements, receive preapproval from a disposal facility, manifesting, and record keeping, etc. Excavation outside the horizontal limits described in Section 2-09.4 shall be at no additional expense to the City. Payment for this item will be only for the materials approved by the City. If no contaminated soil excavation, haul, and/or disposal is authorized under this bid item, final payment for this item will be $0 (zero). Contaminated Soil Excavation, Haul and Disposal is exempt from Section 1-04.6 and no price adjustment will be made for variation in actual quantity used. 1-09.14(2)AC Contaminated Water Treatment (Bid Items B-20, C-20, and D-20) – Force Account For the purpose of providing a common proposal, and for that purpose only, the Contracting Agency has estimated the cost of Contaminated Water Treatment and has arbitrarily entered that amount in the bid proposal to become part of the total bid by the Contractor. A force account estimate for Contaminated Water Treatment is included for the purpose of budget tracking. Method of treatment and/or disposal shall be proposed by the Contractor and approved by the Engineer. Contaminated Water Treatment shall mean advanced treatment of any water to be discharged during the project that does not meet storm drain or sanitary sewer system discharge permit limits for dissolved chemical constituents (e.g., petroleum or solvents) after storage, settling, decanting, filtering, or other treatment to meet turbidity or suspended solids content criteria. Meeting turbidity or suspended solids content criteria is the responsibility of the Contractor and is included in the Dewatering bid item. No additional compensation will be made for handling, storage, testing, settling, or filtering. Advanced treatment systems employed specifically to treat dissolved chemical constituents that will be paid under this bid item include, but are not limited to, Granular Activated Carbon (GAC), Powdered Activated Carbon (PAC), sand filtration, air stripping, microfiltration, and UV oxidation. Payment for Contaminated Water Treatment will be per force account in accordance with Section 1- 09.6, which payment shall be full compensation for all permitting, labor, materials, equipment, haul, treatment and disposal of waste materials required to complete this item of Work in conformance with Contract Documents. Work for Contaminated Water Treatment shall include coordination, permitting, fees, and treatment required by King County to discharge to the sanitary sewer or required by Ecology for discharge to the storm drain system. Payment for this item will be only for the Contaminated Water Treatment as defined herein and approved by the City. 1-09.14(2)AD Decommission Existing Monitoring Well (Bid Items B-21, C-21, and D-21) – Each Measurement for Decommissioning Existing Monitoring Well shall be per each existing well decommissioned in conformance with the Contract Documents, Department of Ecology procedures, and all applicable regulations. Payment for Decommissioning Existing Monitoring Well shall be full compensation for all labor, material, tools, equipment, and fees necessary to decommission existing monitoring wells. 11/12/2020 81 Decommissioning of wells installed during the course of the work by the contractor for dewatering, groundwater monitoring, groundwater recharge, or other purposes are incidental to other bid items and will not be paid under this item. The contractor shall file Notice of Intent (NOI) Form to decommission a well with the Department of Ecology (DOE) at least 72 hours before the work begins. The work must be completed by a well driller licensed in the state of Washington and shall comply with WAC 173-160 and RCW 18.104. Information regarding monitoring well decommissioning may be obtained from the following web site: https://ecology.wa.gov/Water-Shorelines/Water-supply/Wells/Information-for-drillers/Abandoned- wells 1-09.14(2)AE Minor Changes (Bid Items B-22, C-22, and D-22) – 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. 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). 1-09.14(2)AF Archeological Work Standby (Bid Items B-23, C-23, and D-23) – Estimated For the purpose of providing a common proposal for all bidders, the Contracting Agency has entered an amount for Archeological Work Standby 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 to put the Contractor on standby to allow for archeological investigation of exposed or excavated material. The Contractor shall provide excavation, shoring, stabilization, investigation, or other assistance as necessary to conduct archeological investigation during the work standby until such time as the Engineer declares that work shall stop or resume. Measurement for standby time shall be rounded to the nearest quarter of an hour. Brief archeological investigations of less than a quarter of an hour shall be incidental to the work and will not be measured or paid for under this item. If work is stopped to allow for an extended archeological excavation, the Contractor will be notified by the Engineer and shall commence work on another portion of the project. If conditions do not allow the Contractor to work elsewhere, the Contractor may seek an Equitable Adjustment in accordance with Section 1-09.4. Payment will be only for the work standby approved and measured by the City. If no work standby is authorized under this bid item final payment for this item will be $0 (zero). 11/12/2020 82 1-09.14(2)AG CCTV Inspection (Bid Items B-24 and C-24) – Linear Foot Measurement for CCTV Inspection shall be per linear foot measured horizontally over the centerline of the storm or sanitary sewer pipe inspected in conformance with section 7-17.3(2)H and the Contract Documents. Payment for CCTV Inspection shall be full compensation for all labor, materials, and equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: • Bypass sewer pumping (if needed), • CCTV inspection of all new open-cut installed storm and sanitary sewers, • Delivery of the CCTV inspections entirely in a PACP compatible format data base on an External HDD to the Engineer. Costs for additional CCTV Inspection required to verify corrections or replacement of pipe, or done solely for the Contractor's convenience, shall be at the Contractor's sole expense. CCTV inspection for CIPP related work is not included in this bid item and, if included, will be paid separately under the bid items for Pre-installation cleaning and inspection for CIPP and post-installation CCTV inspection of CIPP. The following subsection provides the measurement and payment information of the Bid Items specific to Schedule B – Storm Water. 1-09.14(2)BA Remove and Replace Concrete Curb Ramp (Bid Item B-25) – Lump Sum Measurement for Remove and Replace Concrete Curb Ramp shall be per lump sum for all of the complete curb ramps, restored to a saw-line cut in conformance with the contract documents. Payment for Remove and Replace Concrete Curb Ramp shall be full compensation for all labor, equipment, materials, tools, haul, and incidentals to remove and replace nine concrete curb ramps in conformance with the contract documents and plans, and shall include but not be limited to the following: • Sawcutting, removal and disposal existing sidewalk and curb ramp within curb ramp pay limits • Removal and disposal of surplus, unsuitable and/or waste materials • Removal and disposal of previously abandoned water meters and water meter boxes • Removal and reinstallation of existing signs, including replacement of wooden signposts with metal sign posts per Standard Plan 129 • Replacement of street light (luminaire) pole at NW corner of S 3rd St and Whitworth Ave S intersection, including but not limited to: o Removal and disposal of existing luminaire pole o Removal of two traffic signs from existing luminaire pole and reinstallation on new metal sign posts per Standard Plan 129 o Removal of existing decorative banner and decorative flower basket from existing luminaire pole o Salvage of the existing light fixture to the City’s maintenance shop o Installation of new decorative pedestrian luminaire pole per COR Standard Plans 11/12/2020 83 o New pedestrian luminaire pole foundation and depth as described on Drawing R-41 (to be provided by addenda) of the Plans o Reinstallation of decorative banner and flower basket on the new decorative pedestrian luminaire. • Removal and relocation of existing trash can at the SW corner of S 3rd Pl and Shattuck Ave S intersection • Furnishing and installing formwork • Furnishing and placing joint filler • Furnishing, placing, compacting, and finishing concrete for new curb ramp surfaces • Furnishing and installing detectable warning surfaces • Adjustment of utilities to grade • Furnishing and installing temporary hot mix asphalt patching • Cleanup 1-09.14(2)BB Remove and Replace Concrete Pedestrian Curb (Bid Item B-26) – Linear Foot Measurement for Remove and Replace Concrete Pedestrian Curb shall be per linear foot of pedestrian curb removal and replacement required for the curb ramp improvements in conformance with the Contract Documents. Payment for Remove and Replace Concrete Pedestrian Curb shall be full compensation for all labor, materials, tools, equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: • Sawcutting, removal and disposal of existing pedestrian curb or sidewalk within the pedestrian curb limits • Removal and disposal of surplus, unsuitable and /or waste materials • Furnishing and installing formwork • Furnishing and placing joint filler • Furnishing, placing, compacting, and finishing concrete for new pedestrian curb • Furnishing and installing curb paint • Cleanup 1-09.14(2)BC Abandon Existing Storm Drain Pipe (Bid Item B-27) – Linear Foot Measurement for Abandon Existing Storm Drain Pipe shall be per linear foot of storm drain pipe filled with cement-based grout performed in conformance with the Contract Documents. Payment for Abandon Existing Storm Drain Pipe shall be full compensation for all labor, equipment, material, and equipment to excavate, protect existing utilities, cut, and grout existing storm drain pipe in accordance with the Contract Documents. 1-09.14(2)BD Remove Existing Storm Drain Structure (Bid Item B-28) – Each Measurement for Remove Existing Storm Drain structure will be per each performed in conformance with the Contract Documents. 11/12/2020 84 Payment for Remove Existing Storm Drain structure shall be full compensation for all labor, equipment, material, and equipment to remove, haul, and dispose of the entire storm drain structure in accordance with the Contract Documents. 1-09.14(2)BE Abandon Existing Storm Drain Structure (Bid Item B-29) –– Each Measurement for Abandon Existing Storm Drain Structure will be per each performed in conformance with the Contract Documents. Payment for Abandon Existing Storm Drain Structure shall be full compensation for all labor, equipment, material, and equipment to remove, haul, and dispose of top 4 feet of structure, drill drainage holes, plug pipes, and fill remaining structure with backfill in accordance with the Contract Documents. 1-09.14(2)BF Furnish and Install Polypropylene Storm Drain Pipe, 8, 12, 15, 18, 24 and 36- inch Diameter (Bid Items B-30, B-31, B-32, B-33, B-34, and B-35) – Linear Foot Measurement for Furnish and Install Polypropylene Storm Drain Pipe of the size specified will be based on linear foot measured horizontally over the centerline of the installed pipe from the center of structures in conformance with the Contract Documents. Payment Polypropylene Storm Drain Pipe of the size specified shall be full compensation for: • All labor, materials, equipment and hauling • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, protecting and providing temporary support of existing utilities • Sawcutting existing asphalt, sidewalk, curb, and gutter up to approximately 12” in depth, • Temporary bypass pumping • Trench dewatering and sedimentation tank mobilization, assembly, maintenance, relocation, and removal, • Excavation, removal, haul, and disposal of waste material in the excavation necessary to construct the improvements including but not limited to existing pipes, pavement, curbs, gutters, sidewalks, traffic loops, and surplus and unsuitable excavated material. • Plugging abandoned pipes with concrete when cut to facilitate new pipe installation, • Furnishing pipe of the size and material type required, gaskets, fittings, and adaptors • Installation, laying and jointing pipe and fittings • Furnishing and placing pipe zone bedding material • Appurtenances, ethafoam pads, water, grading, cleaning, and testing, etc. required to complete the work in accordance with the Contract Documents • Replacing, protecting and/or maintaining existing utilities • Furnishing and placing temporary hot mix asphalt patching. Contractor is advised that year-round groundwater seeps entering the drainage system must be controlled and bypassed and shall be paid for as a part of this bid item. Select Imported Trench Backfill above the pipe zone bedding is included in other bid items. 11/12/2020 85 1-09.14(2)BG Furnish and Install Ductile Iron Storm Drain Pipe, 8 and 12-inch Diameter (Bid Items B-36 and B-37) – Linear Foot Measurement for Furnish and Install Ductile Iron Storm Drain Pipe of the size specified shall be based on linear foot measured horizontally over the centerline of the installed pipe from the center of structures in conformance with the Contract Documents. Payment for Ductile Iron Storm Drain Pipe of the size specified shall be full compensation for: • All labor, materials, equipment and hauling • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, protecting and providing temporary support of existing utilities • Sawcutting existing asphalt, sidewalk, curb, and gutter up to approximately 12” in depth, • Temporary bypass pumping • Trench dewatering and sedimentation tank mobilization, assembly, maintenance, relocation, and removal • Excavation, removal, haul, and disposal of waste material in the excavation necessary to construct the improvements, including, but not limited to existing pipes, pavement, curbs, gutters, sidewalks, traffic loops, and surplus and unsuitable excavated material • Plugging abandoned pipes with concrete when cut to facilitate new pipe installation, • Furnishing pipe of the size and material type required, gaskets, fittings, and adaptors • Installation, laying and jointing pipe and fittings • Furnishing and placing pipe zone bedding material • Appurtenances, ethafoam pads, water, grading, cleaning, and testing, etc. required to complete the work in accordance with the Contract Documents • Replacing, protecting and/or maintaining existing utilities • Furnishing and placing temporary hot mix asphalt patching. Contractor is advised that year-round groundwater seeps entering the drainage system must be controlled and bypassed and shall be paid for as a part of this bid item. Select Imported Trench Backfill above the pipe zone bedding is included in other bid items. 1-09.14(2)BH Furnish and Install C900 Storm Drain Pipe, 8-inch, 12-inch, 24-inch Diameter (Bid Items B-38, B-39, and B-40) – Linear Foot Measurement for C900 Storm Drain Pipe of the size specified will be based on linear foot measured horizontally over the centerline of the installed pipe from the center of structures in conformance with the Contract Documents. Payment for C900 Storm Drain Pipe of the size specified shall be full compensation for: • All labor, materials, equipment and hauling • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, protecting and providing temporary support of existing utilities • Pavement cutting, pavement removal and excavation 11/12/2020 86 • Excavation, removal, haul, and disposal of waste material in the excavation necessary to construct the improvements including but not limited to existing pipes, pavement, curbs, gutters, sidewalks, traffic loops, and surplus and unsuitable excavated material. • Plugging abandoned pipes with concrete when cut to facilitate new pipe installation, • Furnishing pipe of the size and material type required, gaskets, fittings, and adaptors • Temporary bypass pumping • Trench dewatering and sedimentation tank mobilization, assembly, maintenance, relocation, and removal, • Installation, laying and jointing pipe and fittings • Furnishing and placing pipe zone bedding material • Appurtenances, ethafoam pads, water, grading, cleaning, and testing, etc. required to complete the work in accordance with the Contract Documents • Replacing, protecting and/or maintaining existing utilities • Furnishing and placing temporary hot mix asphalt patching. Contractor is advised that year-round groundwater seeps entering the drainage system must be controlled and bypassed and shall be paid for as a part of this bid item. Select Imported Trench Backfill above the pipe zone bedding is included in other bid items. 1-09.14(2)BI Connect Existing Storm Pipe to New Catch Basin (Bid Item B-41) – Each Measurement for Connect Existing Storm Pipe to New Catch Basin will be per each in conformance with Contract Documents. Payment for Connect Existing Storm Pipe to New Catch Basin shall be full compensation for all labor, equipment, materials, excavation around and protection of existing pipe, temporary bypass pumping (if needed) cleaning the existing pipe, pipe sleeve or other fittings required to connect to existing pipe, and removal and disposal of waste material. 1-09.14(2)BJ Connect New Storm Pipe to Existing Catch Basin (Bid Item B-42) – Each Measurement for Connect New Storm Pipe to Existing Catch Basin shall be per each in conformance with Contract Documents. Payment for Connect New Storm Pipe to Existing Catch Basin shall be full compensation for all labor, equipment, materials, excavation around and protection of existing structure, temporary bypass pumping (if needed), core drilling, cleaning the existing catch basin and other materials required to connect to existing catch basin. 1-09.14(2)BK Connect Existing Lateral to New Storm Pipe (Bid Item B-43) - Each Measurement for Connect Existing Lateral to New Storm Pipe shall be per each in conformance with the Contract Documents. Payment for Connect Existing Lateral to New Storm Pipe shall be full compensation for all labor, equipment, materials, excavation around and protection of existing pipe, temporary bypass pumping 11/12/2020 87 (if needed), cleaning the existing pipe, and fittings required to connect to existing pipe with Nyloplast PVC fitting per Section 7-04.2, and removal of waste material. The Connect Existing Lateral to New Storm Pipe is exempt from Section 1-04.6 and no price adjustment will be made for variation in actual quantity used. 1-09.14(2)BL Furnish and Install Catch Basin Type 1 (Bid Item B-44) – Each Measurement for Catch Basin Type 1 shall be per each for each catch basin installed in conformance with the Contract Documents. Payment for Catch Basin Type 1 shall be full compensation for: • All labor, equipment, materials, and hauling • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location • Protecting and providing temporary support of existing utilities • Sawcutting existing asphalt, sidewalk (if needed), curb and gutter up to approximately 12” in depth • Bypass pumping (if needed), • Trench dewatering and sedimentation tank mobilization, assembly, maintenance, relocation, and removal, • Excavation, removal, haul, and disposal of waste material including but not limited to existing pipes, pavement, curbs, gutters, sidewalks (if needed), unsuitable excavated material, existing pipes and structures in the excavation and any abandoned utilities, • Plugging abandoned pipes with concrete when cut to facilitate new pipe installation, • Furnishing and placing foundation and bedding materials, placing and compacting foundation and bedding. • Furnishing precast concrete catch basin, gaskets, catch basin frame and lid, installation, adjustment of frames to grade, appurtenances, Kor-N-Seal boots (or approved equal), connections to new pipes, placement of subsequent backfill materials, compaction, water, cleaning, and testing required in conformance with the Contract Documents. • Furnishing and placing temporary hot mix asphalt patching • Replacing all existing sidewalk impacted during installation of the catch basin to the nearest full depth expansion joint Select imported backfill material is included in other bid items. Maximum pay limit for select imported backfill material around structures shall be limited to 3-feet. 1-09.14(2)BM Furnish and Install Catch Basin Type 2, 48 and 60-inch Diameter (Bid Item B- 45 and B-46) – Each Measurement for Catch Basin Type 2, 48-inch and 60-inch diameter shall be measured per each installed in conformance with the Contract Documents. Payment for Catch basin Type 2, 48-inch and 60-inch diameter shall be full compensation for: • All labor, equipment, materials, and hauling 11/12/2020 88 • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location • Protecting and providing temporary support of existing utilities • Sawcutting existing asphalt, sidewalk, curb and gutter up to approximately 12” in depth (if needed) • Bypass pumping (if needed), • Trench dewatering and sedimentation tank mobilization, assembly, maintenance, relocation, and removal, • Excavation, removal, haul, and disposal of waste material including but not limited to existing pipes, pavement, curbs, gutters, sidewalks (if needed), unsuitable excavated material, existing pipes and structures in the excavation and any abandoned utilities, • Plugging abandoned pipes with concrete when cut to facilitate new pipe installation, • Furnishing and placing foundation and bedding materials, placing and compacting foundation and bedding. • Furnishing precast concrete catch basin, gaskets, catch basin frame and lid, installation, adjustment of frames to grade, appurtenances, Kor-N-Seal boots (or approved equal), connections to new pipes, placement of subsequent backfill materials, compaction, water, cleaning, and testing required in conformance with the Contract Documents. • Furnishing and placing temporary hot mix asphalt patching • Replacing all existing sidewalk impacted during installation of the catch basin to the nearest full depth expansion joint Select imported backfill material is included in other bid items. Maximum pay limit for select imported backfill material around structures shall be limited to 3-feet. 1-09.14(2)BN Furnish and Install Box Culvert Access Structure (Bid Item B-47) – Lump Sum Measurement for Box Culvert Access Structure shall be per lump sum. Payment for Box Culvert Access Structure 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: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location • Sawcutting existing asphalt, sidewalk, curb, and gutter up to approximately 12” in depth, • Excavation, dewatering, and sedimentation tank mobilization, assembly, maintenance, relocation, and removal, • Excavation, removal, haul, and disposal of waste materials including but not limited to pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material, • Core drilling the Box Culvert • Furnishing and installing all materials necessary to install the Box Culvert Access Structure as shown, and all incidentals, • Placing and compacting foundation and bedding as specified in the contract documents and plans, • Placing and compacting backfill, • Replacing, protecting and/or maintaining existing utilities, 11/12/2020 89 • Temporary hot mix asphalt patching 1-09.14(2)BO Resolution of Utility Conflicts with Proposed SD (Bid Item B-48) – Force Account Payment will be made at the discretion of the Engineer, for the following bid item(s) in accordance with Section 1-09.6 of the Standard Specifications and these Special Provisions when included in the Proposal: "Resolution of Utility Conflicts," per Force Account. 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. Resolution of utility conflicts is included as a bid item for use in resolving any new identified utility conflicts not otherwise shown on the Contract Drawing or Specifications that are identified during the course of construction. To provide a common basis for all bidders, the Contracting Agency has entered an amount for the item “Resolution of Utility Conflicts" in the Proposal to become a part of the total bid by the Contractor. 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). The following subsection provides the measurement and payment information of the Bid Items specific to Schedule C – Wastewater. 1-09.14(2)CA Abandon Existing Sewer Pipe (Bid Item C-25) – Linear Foot Measurement for Abandon Existing Sewer Pipe shall be per linear foot of sewer main filled with flowable cement-based grout performed in conformance with the Contract Documents. Payment for Abandon Existing Sewer Pipe shall be full compensation for all labor, equipment, material, and equipment to excavate, protect existing utilities, cut, and grout existing sewer pipe in accordance with the Contract Documents. 1-09.14(2)CB Remove Existing Sewer Manhole (Bid Item C-26) – Each Measurement for Remove Existing Sewer Manhole shall be per each performed in conformance with the Contract Documents. Payment for Remove Existing Sewer Manhole shall be full compensation for all labor, equipment, material, and equipment to remove, haul, and dispose of the entire sewer manhole in accordance with the Contract Documents. 1-09.14(2)CC Abandon Existing Sewer Manhole (Bid Item C-27) –– Each Measurement for Abandon Existing Sewer Manhole shall be per each performed in conformance with the Contract Documents. 11/12/2020 90 Payment for Abandon Existing Sewer Manhole shall be full compensations for all labor, equipment, material, and equipment to remove, haul, and dispose of top 4 feet of structure, drill drainage holes, plug abandoned pipes with concrete, and fill remaining structure with sand, gravel, or CDF backfill in accordance with the Contract Documents. 1-09.14(2)CD Furnish and Install 8-inch SDR 35 Sewer Pipe (Bid Item C-28) – Linear Foot Measurement for Furnish and Install SDR 35 Sewer Pipe of the size specified shall be based on linear footage measured horizontally over the centerline of the installed pipe. Payment for Furnish and Install SDR 35 Sewer Pipe of the size specified shall be full compensation for all labor, materials, equipment required to complete the work specified in the Contract Documents, and shall include but not be limited to the following: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, including potholing in advance for existing side sewers and television inspection of existing sanitary sewer to determine location of side sewer branches if necessary. • Sawcutting existing asphalt, sidewalk, curb, and gutter up to approximately 12” in depth, • Bypass sewer pumping (if needed), • Trench dewatering and sedimentation tank mobilization, assembly, maintenance, relocation, and removal, • Excavation, removal, haul, and disposal of waste materials including but not limited to pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material, and existing pipes, • Plugging abandoned pipes with concrete when cut to facilitate new pipe installation, • Furnishing, installing, laying, and joining sewer pipes and fittings of the size and type shown, and all incidentals, • Ethafoam pads (when needed), • Furnishing bedding materials, placing and compacting pipe bedding, as shown on the plans, • Air-Testing, • Replacing, protecting and/or maintaining existing utilities, • Furnishing and placing temporary hot mix asphalt patching. 1-09.14(2)CE Furnish and Install 8, 12, 18, and 24-inch C900 Sewer Pipe (Bid Items C-29, C- 30, C-31, and C-32) – Linear Foot Measurement for Furnish and Install C900 Sewer Pipe of the size specified shall be based on linear footage measured horizontally over the centerline of the installed pipe. Payment for Furnish and Install C900 Sewer Pipe of the size specified shall be full compensation for all labor, materials, equipment required to complete the work specified in the Contract Documents, and shall include but not be limited to the following: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, including potholing in advance for existing side sewers and television inspection of existing sanitary sewer to determine location of side sewer branches if necessary. 11/12/2020 91 • Saw cutting existing asphalt, sidewalk, curb, and gutter up to approximately 12” in depth, • Bypass sewer pumping (if needed), • Trench dewatering and sedimentation tank mobilization, assembly, maintenance, relocation, and removal, • Excavation, removal, haul, and disposal of waste materials including but not limited to pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material, and existing pipes, • Plugging abandoned pipes with concrete when cut to facilitate new pipe installation, • Furnishing, installing, laying and joining sewer pipes, fittings and couplings of the size and type shown, and all incidentals, • Ethafoam pads (when needed), • Furnishing bedding materials, placing and compacting pipe bedding, as shown on the plans, • Air-Testing, • Replacing, protecting and/or maintaining existing utilities, • Furnishing and placing temporary hot mix asphalt patching. 1-09.14(2)CF Furnish and Install 8-inch HDPE Sewer Pipe (Bid Item C-33) – Linear Foot Measurement for Furnish and Install HDPE Sewer Pipe of the size specified shall be based on linear footage measured horizontally over the centerline of the installed pipe. Payment for Furnish and Install HDPE Sewer Pipe of the size specified shall be full compensation for all labor, materials, equipment required to complete the work specified in the Contract Documents, and shall include but not be limited to the following: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, including potholing in advance for existing side sewers and television inspection of existing sanitary sewer to determine location of side sewer branches if necessary. • Saw cutting existing asphalt, sidewalk, curb, and gutter up to approximately 12” in depth, • Bypass sewer pumping (if needed), • Trench dewatering and sedimentation tank mobilization, assembly, maintenance, relocation, and removal, • Excavation, removal, haul, and disposal of waste materials including but not limited to pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material, and existing pipes, • Plugging abandoned pipes with concrete when cut to facilitate new pipe installation, • Furnishing, installing, laying and joining sewer pipes, fittings and couplings of the size and type shown, and all incidentals, • Ethafoam pads (when needed), • Furnishing bedding materials, placing and compacting pipe bedding, as shown on the plans, • Air-Testing, • Replacing, protecting and/or maintaining existing utilities, • Furnishing and placing temporary hot mix asphalt patching. 11/12/2020 92 1-09.14(2)CG Furnish and Install 6 and 8-inch Side Sewer Pipe (Bid Item C-34 and C-35) –– Linear Foot Measurement for Furnish and Install Side Sewer Pipe of the size specified shall be based on linear footage measured horizontally over the centerline of the installed pipe regardless of material specified. Payment for Furnish and Install Side Sewer Pipe of the size specified shall be full compensation for all labor, materials, equipment required to complete the work specified in the contract documents and plans, regardless of material specified, and shall include but not be limited to the following: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, including potholing in advance for existing side sewers and television inspection of existing sanitary sewer to determine location of side sewer branches if necessary. • Saw cutting existing asphalt, sidewalk, curb, and gutter up to approximately 12” in depth, • Bypass sewer pumping (if needed), • Trench dewatering and sedimentation tank mobilization, assembly, maintenance, relocation, and removal, • Excavation, removal, haul, and disposal of waste materials including but not limited to pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material, and existing pipes, • Plugging abandoned pipes with concrete when cut to facilitate new pipe installation, • Furnishing, installing, laying and joining sewer pipes, fittings and couplings of the size and type shown, and all incidentals, • Reconnection to existing side sewer pipes including pipe and couplings, • Furnishing and installing cleanout fittings, pipe, and associated frame and cover, • Furnishing and installing concrete around cleanout frame (as required by the project plans), • Ethafoam pads (when needed), • Furnishing bedding materials, placing and compacting pipe bedding, as shown on the plans, • Air-Testing (if required) • Replacing, protecting and/or maintaining existing utilities, • Furnishing and placing temporary hot mix asphalt patching. 1-09.14(2)CH Furnish and Install 48 and 60-inch Sanitary Sewer Manhole (Bid Items C-36 and C-37) –– Each Measurement for Furnish and Install 48 and 60-inch Diameter Sanitary Sewer Manhole shall be per each for each manhole of the size specified installed in conformance with the Contract Documents regardless of depth. Payment for Furnish and Install 48 and 60-inch Diameter Sanitary Sewer Manhole 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: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, including potholing in advance for existing side sewers and television 11/12/2020 93 inspection of existing sanitary sewer to determine location of side sewer branches if necessary. • Preparation and submittal of structural design calculations stamped by a registered Structural Engineer (if needed), • Sawcutting existing asphalt, sidewalk, curb, and gutter up to approximately 12” in depth, • Bypass sewer pumping (if needed), • Trench dewatering and sedimentation tank mobilization, assembly, maintenance, relocation, and removal, • Excavation, removal, haul, and disposal of waste materials including but not limited to pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material, and existing pipes, • Plugging abandoned pipes with concrete when cut to facilitate new pipe installation, • Furnishing, install precast or poured-in-place concrete base, concrete manhole sections, gaskets, Kor-N-Seal boots (or approved equal), ladder and rungs, appurtenances, connections, channeling, reconnection to existing sewer pipes including pipe and couplings, coating system (sealer), manhole frame and lid, • Furnishing and installing material as needed for the adjustment of frames to grade including HMA, • Furnishing foundation and bedding materials, placing and compacting foundation and bedding, • Placing and compacting backfill, replacing, protecting and/or maintaining existing utilities, • Furnishing and placing temporary hot mix asphalt patching. 1-09.14(2)CI Furnish and Install 60 and 72-inch Sanitary Sewer Manhole with Inside Drop (Bid Items C-38 and C-39) –– Each Measurement for Furnish and Install Sanitary Sewer Manhole with Inside Drop of the size specified shall be per each for each manhole of the size specified installed in conformance with the Contract Documents regardless of depth. Payment for Furnish and Install Sanitary Sewer Manhole with Inside Drop of the size specified 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: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, including potholing in advance for existing side sewers and television inspection of existing sanitary sewer to determine location of side sewer branches if necessary. • Preparation and submittal of structural design calculations stamped by a registered Structural Engineer (if needed), • Sawcutting existing asphalt, sidewalk, curb, and gutter up to approximately 12” in depth, • Bypass sewer pumping (if needed), • Trench dewatering and sedimentation tank mobilization, assembly, maintenance, relocation, and removal, • Excavation, removal, hauling and disposal of waste materials including but not limited to pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material, and existing pipes, 11/12/2020 94 • Plugging abandoned pipes with concrete when cut to facilitate new pipe installation, • Furnishing, install precast or poured-in-place concrete base, concrete manhole sections, gaskets, Kor-N-Seal boots (or approved equal), ladder and rungs, appurtenances, connections, channeling, couplings and bends, coating system (sealer), manhole frame and lid, • Furnishing and installing clamping brackets, inside-drop pipe, drop bowl, laying and joining new sewer pipe to the inside-drop, bends, • Furnishing and installing material as needed for the adjustment of frames to grade including HMA, • Furnishing foundation and bedding materials, placing and compacting foundation and bedding, • Placing and compacting backfill, • Replacing, protecting and/or maintaining existing utilities, • Furnishing and placing temporary hot mix asphalt patching. 1-09.14(2)CJ Connect New Sewer to Existing Sewer Manhole (Bid Item C-40) –– Each Measurement for Connect New Sewer to Existing Sewer Manhole shall be per each connection made to an existing City of Renton manhole in conformance with the Contract Documents regardless of pipe material. Payment for Connect New Sewer To Existing Sewer Manhole 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: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, including potholing in advance for existing side sewers and television inspection of existing sanitary sewer to determine location of side sewer branches if necessary. • Bypass sewer pumping (if needed), • Trench dewatering and sedimentation tank mobilization, assembly, maintenance, relocation, and removal, • Excavation, removal, haul, and disposal of waste materials including but not limited to pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material, and existing pipes, • Plugging abandoned pipes with concrete when cut to facilitate new pipe installation, • Core-drilling of existing manhole, • Furnish and install new Kor-N-Seal boot, sand collar (or approved equal) and grouting, • Chipping out existing channel (as needed) and re-grouting the channel, • Connection of new sewer to existing manhole, • Furnishing bedding materials, placing and compacting pipe bedding, as shown on the plans, • Furnishing and placing temporary hot mix asphalt patching. Connections to existing King County manholes will be paid under a separate bid item. 11/12/2020 95 1-09.14(2)CK Pre-installation Cleaning and Inspection for CIPP (Bid Item C-41) –– Linear Foot Measurement for Pre-Installation Cleaning and Inspection for CIPP 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 for CIPP 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: • Bypass sewer pumping (if necessary), • Cleaning the pipe, • Root cutting and removal of obstructions, • Removal and disposal of waste material, • Water, • CCTV inspection in a PACP compatible format and provision of the CCTV record on an external HDD to the Engineer. 1-09.14(2)CL Furnish and Install 8 and 12-inch CIPP Sewer Pipe (Bid Items C-42 and C-43) –– Linear Foot Measurement for Furnish and Install CIPP Sewer Pipe of the size specified shall be based on linear footage measured horizontally over the centerline of the installed pipe. Payment for Furnish and Install CIPP Sewer Pipe of the size specified 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: • Equipment and tools need to confirm size and suitability for lining of each sewer pipe as shown on the project plans, • Bypass sewer pumping (if needed), • Water, • Root cutting, removal of obstructions, and cleaning • Furnishing and installing the CIPP sewer pipes of the size necessary, • Removal and disposal of waste material. 1-09.14(2)CM CIPP Reinstate Side Sewer (Bid Item C-44) –– Each Measurement for CIPP Reinstate Side Sewer shall be based on per each side sewer connection reinstated and approved. Payment for CIPP Reinstate Side Sewer 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: • All labor, equipment, materials, supplies, and tools need to reinstate each side sewer pipe, • Bypass sewer pumping (if needed), • Water, 11/12/2020 96 • Removal, hauling and disposal of waste materials and debris, • Cleaning the pipe. 1-09.14(2)CN Post-Installation CCTV Inspection of CIPP (Bid Item C-45) –– Linear Foot Measurement for Post-Installation CCTV Inspection of CIPP 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 CCTV Inspection of CIPP 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: • Bypass sewer pumping (if needed), • Cleaning the pipe, • Water, • CCTV inspection of the CIPP rehabilitated sewer and side sewer connections, • Delivery of the CCTV inspections entirely in a PACP compatible format data base on an External HDD to the Engineer. 1-09.14(2)CO Sewer Crossing Under SPU Transmission Main (Bid Item C-46) –– Lump Sum Measurement for Sewer Crossing Under SPU Transmission Main shall be per lump sum. Payment for Sewer Crossing Under SPU Transmission Main 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: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, • Providing, installing, monitoring, maintaining, documenting, reporting, and removing settlement monitoring points, • Sawcutting existing asphalt, sidewalk, curb, and gutter up to approximately 12” in depth, • Bypass sewer pumping (if needed), • Trench dewatering and sedimentation tank mobilization, assembly, maintenance, relocation, and removal, • Excavation, removal, haul, and disposal of waste materials including but not limited to pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material, and existing pipes, • Plugging abandoned pipes with concrete when cut to facilitate new pipe installation, • Furnishing, installing, laying, and joining sewer pipes and fittings of the size and type shown, and all incidentals, • Furnishing foundation and bedding materials, placing and compacting foundation and bedding, • Placing and compacting backfill, • Replacing, protecting and/or maintaining existing utilities, including support of SPU’s Cedar River Pipeline(s), • Furnishing and placing temporary hot mix asphalt patching. 11/12/2020 97 Preparation and submittal of a Shoring Plan for protecting the SPU pipeline shall be included in other bid items. 1-09.14(2)CP City of Renton Box Culvert Crossing (Bid Item C-47) –– Lump Sum Measurement for City of Renton Box Culvert Crossing shall be per lump sum. Payment for City of Renton Box Culvert Crossing 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: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, • Sawcutting existing asphalt, sidewalk, curb, and gutter up to approximately 12” in depth, • Bypass sewer pumping (if needed), Trench dewatering and sedimentation tank mobilization, assembly, maintenance, relocation, and removal, • Excavation, removal, haul, and disposal of waste materials including but not limited to pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material, and existing pipes, • Furnishing and installing HSS pipe support frame, • Core drilling the concrete Box Culvert at the pipe penetrations, • Furnishing, installing, laying, and joining casing pipes, spacers, grout, and fittings of the size and type shown, and all incidentals, • Furnishing foundation and bedding materials, placing and compacting foundation and bedding, • Placing and compacting backfill, • Replacing, protecting and/or maintaining existing utilities, • Furnishing and placing temporary hot mix asphalt patching. 1-09.14(2)CQ Connect to King County Interceptor (2nd Street, Upper Portion) (Bid Item C- 48) –– Lump Sum Measurement for Connect to King County Interceptor (2nd Street, Upper Portion) shall be per lump sum. Payment for Connect to King County Interceptor (2nd Street, Upper Portion) 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: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, • Notifying and coordinating with King County, • Providing, installing, monitoring, maintaining, documenting, reporting, and removing settlement monitoring points, • Sawcutting existing asphalt, sidewalk, curb, and gutter up to approximately 12” in depth, • Bypass sewer pumping (if needed), Trench dewatering and sedimentation tank mobilization, assembly, maintenance, relocation, and removal, 11/12/2020 98 • Excavation, removal, haul, and disposal of waste materials including but not limited to pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material, and existing pipes, • Plugging abandoned pipes with concrete when cut to facilitate new pipe installation, • CCTV inspection of lower portion of drop connection in PACP format and delivery of CCTV on a HDD to the Engineer, • Furnishing, installing, laying, and joining sewer pipes, fittings of the size and type shown, Kor- N-Seal boots (or approved equal), manhole frame and lid, and all incidentals, • Furnishing and installing material as needed for the adjustment of frames to grade including HMA, • Furnishing foundation and bedding materials, placing and compacting foundation and bedding, • Replacing, protecting and/or maintaining existing utilities, • Placing and compacting backfill, • Furnishing and placing temporary hot mix asphalt patching. 1-09.14(2)CR Connect to King County Interceptor (2nd Street, Lower Portion) (Bid Item C- 49) –– Lump Sum Measurement for Connect to King County Interceptor (2nd Street, Lower Portion) shall be per lump sum for the lower portion replacement only if the work is directed by the Engineer. Payment for Connect to King County Interceptor (2nd Street, Lower Portion) 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: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, • Notifying and coordinating with King County, • Providing, installing, monitoring, maintaining, documenting, reporting, and removing settlement monitoring points, • Sawcutting existing asphalt, sidewalk, curb, and gutter up to approximately 12” in depth, • Bypass sewer pumping (if needed), • Trench dewatering and sedimentation tank mobilization, assembly, maintenance, relocation, and removal, • Excavation, removal, haul, and disposal of waste materials including but not limited to pavement, curbs, gutters, thrust blocks, sidewalks, surplus and unsuitable excavated material, and existing pipes, • Plugging abandoned pipes with concrete when cut to facilitate new pipe installation, • Core drilling the concrete at the pipe penetrations, • Furnishing, installing, laying, and joining sewer pipes, fittings of the size and type shown, Kor- N-Seal boots (or approved equal), thrust blocks, and all incidentals, • Furnishing foundation and bedding materials, placing and compacting foundation and bedding, • Replacing, protecting and/or maintaining existing utilities, • Furnishing and placing temporary hot mix asphalt patching. 11/12/2020 99 1-09.14(2)CS Connect to King County Interceptor (3rd Street) (Bid Item C-50) –– Lump Sum Measurement for Connect to King County Interceptor (3rd Street) shall be per lump sum. Payment for Connect to King County Interceptor (3rd Street) 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: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, • Notifying and coordinating with King County, • Providing, installing, monitoring, maintaining, documenting, reporting, and removing settlement monitoring points, • Sawcutting existing asphalt, sidewalk, curb, and gutter up to approximately 12” in depth, • Bypass sewer pumping (if needed), • Trench dewatering and sedimentation tank mobilization, assembly, maintenance, relocation, and removal, • Excavation, removal, haul, and disposal of waste materials including but not limited to pavement, curbs, gutters, thrust blocks, sidewalks, surplus and unsuitable excavated material, and existing pipes, • Plugging abandoned pipes with concrete when cut to facilitate new pipe installation, • Support and protection in place, removal, haul, storage, and reinstallation, or replacement of the clock tower, foundation, electrical, and appurtenances (if needed), • Core drilling the concrete at the pipe penetration, • Furnishing, installing, laying, and joining sewer pipes, fittings of the size and type shown, Kor- N-Seal boots (or approved equal), and all incidentals, • Furnishing and installing material as needed for the adjustment of frames to grade including concrete, • Furnishing foundation and bedding materials, placing and compacting foundation and bedding, • Placing and compacting backfill, • Replacing, protecting and/or maintaining existing utilities, • Furnishing and placing temporary hot mix asphalt patching. 1-09.14(2)CT SPU Cathodic Protection Conduit (Bid Item C-51) –– Linear Foot Measurement for SPU Cathodic Protection Conduit of the size specified shall be based on linear footage measured horizontally over the centerline of the installed conduit. Payment for SPU Cathodic Protection Conduit of the size specified shall be full compensation for all labor, materials, equipment required to complete the work specified in the Contract Documents, and shall include but not be limited to the following: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, including potholing in advance if necessary. • Sawcutting existing asphalt, sidewalk, curb, and gutter up to approximately 12” in depth, 11/12/2020 100 • Trench dewatering and sedimentation tank mobilization, assembly, maintenance, relocation, and removal, • Excavation, removal, haul, and disposal of waste materials including but not limited to pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material, and existing pipes, • Furnishing, installing, laying, and joining conduit, pull rope, and fittings of the size and type shown, and all incidentals, • Installing SPU provided junction boxes, manhole frames and covers, warning tape, and other incidentals, • Ethafoam pads (when needed), • Furnishing bedding materials, placing and compacting conduit bedding, as shown on the plans, • Replacing, protecting and/or maintaining existing utilities, • Furnishing and placing temporary hot mix asphalt patching. The following subsection provides the measurement and payment information of the Bid Items specific to Schedule D – Water. 1-09.14(2)DA Temporary Water Bypass (Bid Item D-24) – Lump Sum Measurement for Temporary Water Bypass shall be lump sum performed in conformance with Section 7-11 Temporary Water By-Pass System of the Contract Documents and plans. Payment for Temporary Water Bypass shall be full compensation for all labor, materials, tools, equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: • Development and submission of a Temporary Water Service Plan to the Engineer for review and approval, • Locating all existing utilities, water main and services and potholing in advance to determine their horizontal and vertical locations, • Sawcutting existing asphalt and concrete pavement up to approximately 12” in depth, sidewalk, curb, and gutter, • Excavation, removal, haul and disposal of structures or obstructions not specifically covered under other bid items, waste materials including but not limited to pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material, and existing pipes and appurtenances, capping of abandoned in-place water pipes with ductile iron caps. No extra payment shall be made for removing, loading, hauling, and disposing of displaced and unsuitable materials • Trench dewatering (if needed), including but not limited to sump pumps and hoses and sedimentation tank mobilization, assembly, maintenance, relocation, and removal, • Furnishing, installing temporary bypass 2-inch water lines, tapping the water mains with saddles, corporation stops, gate valves, fittings, laying and jointing the bypass water lines, • Covering and burying temporary bypass pipe with a minimum of 30 inches of cover, • Installing temporary end caps on existing water mains, concrete ecology blocks, • Testing, disinfecting, and flushing the temporary bypass water lines, • Connecting the temporary by-pass water lines to the existing water mains, 11/12/2020 101 • Connecting the existing water service lines and water meters to the temporary bypass water lines, • Removing the temporary bypass water lines after the final connections of the water service lines and water meters to the new water mains, • Furnishing and placing temporary hot mix asphalt patching. 1-09.14(2)DB Furnish and Install 12” Cl. 52 DI Restrained Joint Water Pipe & Restrained Joint Fittings w/ Polywrap (Bid Items D-25) –– Linear Foot Measurement for Furnish and Install Cl. 52 DI Restrained-Joint Water Pipe and Restrained-Joint Fittings of the type and size specified shall be based on the actual lineal footage measured horizontally over the centerline of the installed pipe. Payment for Furnish and Install Cl. 52 DI Restrained-Joint Water Pipe and Restrained-Joint Fittings of the type and size specified shall be full compensation for all labor, materials, tools, equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: • Locating all existing utilities, water main and services and potholing in advance to determine their horizontal and vertical locations, • Sawcutting existing asphalt and concrete pavement up to approximately 12-inch thickness, sidewalk, curb, and gutter, • Removing and disposing pavement, curbs, gutters, sidewalks, and the like, • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by the Engineer, • Trench dewatering, including but not limited to sump pumps and hoses and sedimentation tank mobilization, assembly, maintenance, relocation, and removal, • Excavation, removal, haul, and disposal of waste materials including but not limited to pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material, and existing pipes and appurtenances, • Installing mechanical joint end caps or plugs on all abandoned in-place water pipes, • Utility or light pole holding in conformance with the requirements of the applicable utility including, if necessary, arranging for the utility to hold poles and paying the associated fees, • Furnishing, installing, laying and jointing restrained-joint water pipes and restrained-joint fittings of the size, type and class as shown on the plans and as specified in Section 9-30.2(6) of the contract special provisions, polyethylene encasement, special fittings including wedge type restrained-joint follower glands at all fittings with mechanical-joint end, tees, crosses, reducers, couplings, sleeves, horizontal and vertical bends, vertical crosses for poly-pigging stations • Deflecting the pipes and/or installing vertical bends as required to cross over or under buried utilities, • Furnishing, placing and compacting crushed surfacing rocks for bedding materials and for pipe zone materials for ductile iron pipes and fittings, • Placing and compacting trench backfill, • Furnishing and installing polyethylene foam plank (Dow Plastics Ethafoam 200 or approved equal) where necessary at utility crossings, • Temporary thrust blockings, temporary air-vacuum release assemblies, temporary blow-offs, 11/12/2020 102 • Polypigging, pressure-testing, disinfecting and flushing of new piping, purity testing in accordance to the contract specifications, • Replacing, protecting, restoring and/or maintaining existing utilities, • Hand digging as required to complete construction and protect existing improvements (i.e.: rockeries, signs, mailboxes, decking, etc.) and utilities, • Furnishing and placing temporary hot mix asphalt pavement patching 1-09.14(2)DC Furnish and Install 4”, 8”, & 12” Gate Valve Assembly (Bid Items D-26, D-27, and D-28) –– Each Measurement for Furnish and Install Gate Valve Assembly of the size specified shall be per each installed in conformance with the Contract Documents. Payment for Furnish and Install Gate Valve Assembly of the size specified shall be full compensation for all labor, materials, tools, equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: • Locating all existing utilities, water main and services and potholing in advance to determine their horizontal and vertical locations, • Sawcutting existing asphalt and concrete pavement up to approximately 12-inch thickness, sidewalk, curb, and gutter, • Removing and disposing pavement, curbs, gutters, sidewalks, and the like, • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by the Engineer, • Trench dewatering, including but not limited to sump pumps and hoses and sedimentation tank mobilization, assembly, maintenance, relocation, and removal, • Excavation, removal, haul, and disposal of waste materials including but not limited to pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material, and existing pipes and appurtenances, • Furnishing and installing valves, wedge type restrained-joint follower glands for valves with mechanical joint end(s), valve boxes and covers to grade, stem extensions, valve marker posts, pipe nipples, couplings, polyethylene encasement, and all incidentals, • Furnishing and installing one 12”x12” tapping tee and one 12” tapping gate valve, • Furnishing and installing one 24”x12” tapping tee and one 12” tapping gate valve, • Performing “hot-tapping” or “wet-tapping” of the existing 12” water main in Whitworth Ave South by a city-approved subcontractor (i.e. Speer Taps Inc. or Legacy Tapping Inc.), • Performing “hot-tapping” or “wet-tapping” of the existing 24” water main in Houser Way South by a city-approved subcontractor (i.e. Speer Taps Inc. or Legacy Tapping Inc.), • Furnishing and placing crushed surfacing rocks for bedding materials, compacting bedding materials, • Placing and compacting trench backfill, • Replacing, protecting, restoring and/or maintaining existing utilities, • Furnishing and placing temporary hot mix asphalt pavement patching. 11/12/2020 103 1-09.14(2)DD Furnish and Install Fire Hydrant Assembly (Bid Item D-29) –– Each Measurement for Furnish and Install Fire Hydrant Assembly shall be per each for installed in conformance with the Contract Documents. Payment for Furnish and Install Fire Hydrant Assembly shall be full compensation for labor, materials, tools, equipment required to complete the work specified in the standard plans, contract documents and plans, and shall include but not be limited to the following: • Locating all existing utilities to determine their horizontal and vertical location, • Sawcutting existing asphalt and concrete pavement up to approximately 12-inch thickness, sidewalk, curb, and gutter, • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by the Engineer, • Trench dewatering, including but not limited to sump pumps and hoses and sedimentation tank mobilization, assembly, maintenance, relocation, and removal, • Excavation, removal, haul, and disposal of waste materials including but not limited to pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material, and existing pipes and appurtenances, • Removal and salvage of existing fire hydrant, if existing hydrant is being replaced, • Furnishing and installing new fire hydrant assembly, main line tee and 6-inch gate valve, standpipe, shoe, and 6-inch DI piping up to 20 feet per hydrant run, Storz adapter, blue pavement marker, • Furnishing and installing shut-off valve, valve box, valve extension, • Furnishing and installing shackles, tie-rods, and/or wedge-type mechanical joint restraints follower-glands, drain rocks, polyethylene encasement, and raised blue pavement marker, • Placing and compacting trench backfill, • Adjust hydrant to finish grade • Install concrete shear block and retaining wall as shown on the standard plans, • Testing, disinfecting, and flushing of new hydrants, • Replacing, protecting and/or maintaining existing utilities • Furnishing and placing temporary hot mix asphalt patching • Painting the hydrants with two field coats of paint as specified in the contract documents 1-09.14(2)DE Furnish and Install 1”, 1” with Corrosion Protection, 1.5”, 2”, and 4” Water Service Connection (Bid Items D-30, D-31, D-32, D-33, and D-34) –– Each Measurement for Furnish and Install Water Service Connection of the size specified shall be per each for each water service connection installed in conformance with the Contract Documents. Payment for Furnish and Install Water Service Connection of the size specified shall be full compensation for all labor, materials, tools, equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: • Locating all existing utilities, water main and services and potholing in advance to determine their horizontal and vertical locations, 11/12/2020 104 • Sawcutting existing asphalt and concrete pavement up to approximately 12-inch thickness, sidewalk, curb, and gutter, • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by the Engineer, • Removing and disposing pavement, curbs, gutters, sidewalks, and the like, • Trench dewatering, including but not limited to sump pumps and hoses and sedimentation tank mobilization, assembly, maintenance, relocation, and removal, • Excavation, removal, haul, and disposal of waste materials including but not limited to pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material, and existing pipes and appurtenances, • Capping abandoned pipes, • Boring, hole-hogging, tunneling, mechanical or hand trenching to install new 1”, 1.5”, 2” copper water service lines, and 1” Kamco Municipal Aqua Shield copper pipe for water service lines crossing over SPU’s pipelines as shown on the contract plans, • Furnishing and installing new ball valve corporation stops, tapping the main, laying and jointing the new copper water service lines and fittings, new meter setter, new meter boxes and lids of the appropriate size and matching the Standard Plans as specified in the plans. • Furnishing and installing main line tees with 2”tap, 2” gate valves, laying and jointing the new copper water service lines and fittings, new meter setter, new meter boxes and lids of the appropriate size and matching the Standard Plans as specified in the plans. • Furnishing and installing approximately 40 feet of 4” ductile iron water pipe and connecting to an existing 4-inch water service line and meter to 211 Shattuck Ave South, • Testing, disinfecting, and flushing the new service lines, • Connecting the customer-side private service line to the new copper tailpiece behind the new meter setter and property lines and installing the required fittings and materials, • Abandoning existing water service lines by cutting and crimping or capping, • Replacing, protecting and/or maintaining existing utilities, • Restoration of public and private properties. • Furnishing and placing temporary hot mix asphalt patching. 1-09.14(2)DF Connection to Existing Water Main (Bid Item D-35) –– Each Measurement for Connection to Existing Water Main shall be per each connection for completion in conformance with the Contract Documents. Payment for Connection to Existing Water Main shall be full compensation for all labor, materials, tools, equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: • Locating all existing utilities, water main and services and potholing in advance to determine their horizontal and vertical locations, • Sawcutting existing asphalt and concrete pavement up to approximately 12-inch thickness, sidewalk, curb, and gutter, • Removing and disposing pavement, curbs, gutters, sidewalks, and the like, • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by the Engineer, 11/12/2020 105 • Trench dewatering, including but not limited to sump pumps and hoses and sedimentation tank mobilization, assembly, maintenance, relocation, and removal, • Excavation, removal, haul, and disposal of waste materials including but not limited to pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material, and existing pipes and appurtenances, • Capping abandoned pipes with mechanical joint end caps or plugs, • Furnishing all required pipes, fittings, adapters, couplings, and incidentals as required for City’s water department’s personnel to perform the initial cut-in installation of valves, and fittings on the existing water main(s), Furnishing all required pipes, fittings, adapters, couplings and incidentals as required for City’s water department’s personnel to perform the second and final connection of the new water line to the existing water system and to the valves installed during the initial cut-in as described above. Ductile iron pipe spools, fittings, adapters, couplings, sleeves and reducers of various diameter sizes including 4”, 6”, 8”, 10”shall be considered as incidentals to this bid item and no further compensation shall be made. • Placing and compacting crushed surfacing rocks for bedding materials and for pipe zone materials for ductile iron pipes and fittings, • Placing and compacting trench backfill, • Replacing, protecting and/or maintaining existing utilities • Furnishing and placing temporary hot mix asphalt patching. 1-09.14(2)DG Cut, Cap, and Block Existing Water Main (Bid Item D-36) –– Each Measurement for Cut, Cap, and Block Existing Water Main shall be per each performed in conformance with the Contract Documents. Payment for Cut, Cap, and Block Existing Water Main shall be full compensation for all labor, materials, tools, equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, • Sawcutting existing asphalt, sidewalk, curb, and gutter up to approximately 12” in depth, • Excavation, removal, haul, and disposal of waste materials including but not limited to pavement, curbs, gutters, thrust blocks, sidewalks, existing pipes and structures, surplus and unsuitable excavated material, capping abandoned pipes, • Trench dewatering and sedimentation tank mobilization, assembly, maintenance, relocation, and removal, • excluding any asbestos cement pipe or fittings • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by the Engineer, • Furnishing all required pipes, air release valves, fittings, adapters, couplings, and incidentals as required for City’s water department’s personnel to perform the cut and cap, • Replacing, protecting and/or maintaining existing utilities • Furnishing and placing temporary hot mix asphalt patching. 11/12/2020 106 1-09.14(2)DH 24” Steel Casing for Crossing Under SPU Transmission Main (Bid Item D-37) –– Linear Foot Measurement for 24” Steel Casing for Crossing Under SPU Transmission Main shall be per lineal foot performed in conformance with the Contract Documents. Payment for SPU Transmission Main Crossing 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: • Locating all existing utilities, water main and services and potholing in advance to determine their horizontal and vertical locations, • Sawcutting existing asphalt and concrete pavement up to approximately 12-inch thickness, sidewalk, curb, and gutter, • Removing and disposing pavement, curbs, gutters, sidewalks, and the like, • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by the Engineer, • Trench dewatering, including but not limited to sump pumps and hoses and sedimentation tank mobilization, assembly, maintenance, relocation, and removal, • Excavation, removal, haul and disposal of waste materials including but not limited to pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material, and existing pipes and appurtenances, • Providing, installing, monitoring, maintaining, documenting, reporting, and removing settlement monitoring points, • Furnishing, installing, laying, and joining 24” steel casing pipes with anti-corrosive coating, pipe spacers, end seals, hose clamps, and fittings of the size and type shown, • Furnishing, installing, laying, and joining carrier water pipes and polyethylene encasement in casing will be paid under the bid item for 12” ductile restrained-joint ductile iron pipe and restrained-joint fittings • Furnishing foundation and bedding materials, placing and compacting foundation and bedding, • Placing and compacting backfill, • Replacing, protecting and/or maintaining existing utilities, including support of SPU’s Cedar River Pipeline(s), • Furnishing and placing temporary hot mix asphalt pavement patching. 1-09.14(2)DI Remove Existing Storm Drain Structure (For Water Conflict) (Bid Item D-38) – Each See 1-09.14(2)BD Remove Existing Storm Drain Structure for Measurement and Payment 1-09.14(2)DJ Connect Existing Storm Pipe to New Catch Basin (For Water Conflict) (Bid Item D-39) – Each See 1-09.14(2)BI Connect Existing Storm Pipe to New Catch Basin for Measurement and Payment. 11/12/2020 107 1-09.14(2)DK Catch Basin Type 1 (For Water Conflict) (Bid Item D-40) – Each See 1-09.14(2)BL Catch Basin Type 1 for Measurement and Payment. 1-09.14(2)DL C900 Storm Drain Pipe, 6, 8, and 12-inch Diameter (For Water Conflict) (Bid Items D-41, D-42, and D-43) – Linear Foot See 1-09.14(2)BH C900 Storm Drain Pipe, 12-inch Diameter for Measurement and Payment. 1-09.14(2)DM Additional Ductile Iron Fittings (Bid Item D-44) – Pound (LB) Measurement for Additional Watermain Fittings shall be per pound (LB). Measurement of additional ductile iron fittings shall be per pound, based on the weight of fittings as listed in the AWWA Standards, ANSI/AWWA C110/A21.10-87, ANSI 21.53 not including accessories and cement linings. Fittings not listed in the above standards will be paid for at the weight listed in the Manufacturer’s catalog. Weight will be based on the fitting body only and will not include accessory items such as bolts, wedge type retainer glands, shackles, tie rods etc. Only those extra fittings required during construction, but which are not shown on the Plans, will be paid for under the bid item for additional ductile iron fittings. Measurement for Additional Restrained-Joint Ductile Iron Watermain Fittings shall be per pound (LB) Payment for Additional Ductile Iron Fittings shall be for full compensation to the Contractor for providing and installing any and all extra ductile iron fittings used but not shown or implied on the Plans. Ductile iron fittings that are shown on the contract plans and which are not used or installed shall be credited to the city and shall be deducted for payment under this bid item on the basis on the published weight of the fittings per ANSI A21.53 and ANSI A 21.10 and Manufacturer’s catalog. Payment for Additional Ductile Iron Watermain Fittings shall be full compensation for all labor, materials, tools, equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: • Locating all existing utilities, water main and services and potholing in advance to determine their horizontal and vertical locations, • Sawcutting existing asphalt and concrete pavement up to approximately 12-inch thickness, sidewalk, curb, and gutter, • Removing and disposing pavement, curbs, gutters, sidewalks, and the like, • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by the Engineer, • Trench dewatering, including but not limited to sump pumps and hoses and sedimentation tank mobilization, assembly, maintenance, relocation, and removal, • Excavation, removal, haul, and disposal of waste materials including but not limited to pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material, and existing pipes and appurtenances, 11/12/2020 108 • Furnishing and installing additional ductile iron fittings, wedge type restrained-joint follower glands at all fittings with mechanical joint ends, polyethylene encasement, • Installing horizontal and vertical concrete blocking. Furnishing of concrete for thrust blocking will be paid under the bid item for concrete thrust blocks. • Placing and compacting crushed surfacing rocks for bedding materials and for pipe zone materials for ductile iron pipes and fittings, • Placing and compacting trench backfill. 1-09.14(2)DN Corrosion Protection, Pipe Joint-Bonding, Anodes, Test Stations (Bid Item D- 45) – Lump Sum (LS) Measurement for Corrosion Protection, Pipe Joint-Bonding, Anodes, Test Stations shall be lump sum performed in conformance with Section 7-16 the Contract Documents and plans. Payment for Corrosion Protection, Pipe Joint-Bonding, Anodes, Test Stations 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: • Furnishing and installing electrical joint bonding of the water mains, valves and fittings as shown on the contract plans, • Furnishing and installing magnesium anodes, zinc drain anodes, test stations of the number and types as specified on the plans and contract documents, insulating sleeves, and all incidentals, • Conducting electrical continuity tests and providing test records to the Engineer as specified the contract documents. 11/12/2020 109 1-10 TEMPORARY TRAFFIC CONTROL 1-10.1 General Revise the first paragraph to read: (******) The Contractor shall provide flaggers, signs, and other traffic control devices not otherwise specified as being furnished by the Contracting Agency. The Contractor shall erect and maintain all construction signs, warning signs, detour signs, and other traffic control devices necessary to warn and protect the public at all times from injury or damage as a result of the Contractor’s operations which may occur on highways, roads, streets, sidewalks, or paths. No Work shall be done on or adjacent to any traveled way until all necessary signs and traffic control devices are in place. Section 1-10.1 is supplemented by adding the following: (******) When the bid proposal includes an item for “Traffic Control,” the Work required for this item shall be all items described in Section 1-10, including, but not limited to: 1. Furnishing and maintaining barricades, flashers, construction signing, and other channelization devices, unless a pay item is in the bid proposal for any specific device and the Special Provisions specify furnishing, maintaining, and payment in a different manner for that device; 2. Furnishing traffic control labor, equipment, and supervisory personnel for all traffic control labor; 3. Furnishing any necessary vehicle(s) to set up and remove the Class B construction signs and other traffic control devices; 4. Furnishing labor and vehicles for patrolling and maintaining in position all of the construction signs and the traffic control devices, unless a pay item is in the bid proposal to specifically pay for this Work; and 5. Furnishing labor, material, and equipment necessary for cleaning up, removing, and replacing of the construction signs and the traffic control devices destroyed or damaged during the life of the project. 6. Removing existing signs as specified or as directed by the Engineer and delivering to the City Shops or storing and reinstalling as directed by the Engineer. 7. Preparing a traffic control plan for the project and designating the person responsible for traffic control at the Work site. The traffic control plan shall include descriptions of the traffic control methods and devices to be used by the prime Contractor, and subcontractors, shall be submitted at or before the preconstruction conference, and shall be subject to review and approval of the Engineer. 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 1- 11/12/2020 110 10.3(4) 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 may be established to pay for such items. Further limitations for consideration of payment for these items are that they are not covered by other pay items in the bid proposal, they are not specified in the Special Provisions as incidental, and the accumulative cost for the use of each individual channelizing device, piece of equipment, or service must exceed $200 in total cost for the duration of their need. In the event of disputes, the Engineer will determine what is usually anticipated by a prudent Contractor. The cost for these items will be by agreed price, price established by the Engineer, or by force account. 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 Owner. 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. 1-10.2(1)B Traffic Control Supervisor Paragraphs 1 and 2 are revised as follows: (******) A Traffic Control Supervisor (TCS) shall be on the project whenever traffic control labor is required or as authorized by the Engineer. The TCS shall assure that all the duties of the TCS are performed during the duration of the Contract. During non-Work periods, the TCS shall be able to be on the job site within a 45-minute time period after notification by the Engineer. 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: 11/12/2020 111 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 1-10.2(2) Traffic Control Plans Section 1-10.2(2) is supplemented as follows: (******) The Contractor shall be responsible for assuring that traffic control is installed and maintained in 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. Detour routes shall provide access around construction and shall also include direction back into the downtown core to maintain local access to all businesses. 1-10.3 Traffic Control Labor, Procedures, and Devices Section 1-10.3 is supplemented as follows: (******) At the end of each working day, provisions shall be made for the safe passage of traffic and pedestrians during non-working hours. 11/12/2020 112 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 them in an unfinished condition. See Section 1-07.23(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 addition 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. 1-10.3(1)D Other Traffic Control Labor Section 1-10.3(1)D is a new section: (*******) 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 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. 11/12/2020 113 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 1-10.3(3)A Construction Signs Section 1-10.3(3) 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 Work in the bid proposal. 1-10.3(3)C Portable Changeable Message Sign Section 1-10.3(3)C is supplemented as follows: (******) The Contractor shall provide four portable changeable message signs (PCMS) to alert the public of road closures, lane adjustments, and/or other traffic control changes. 1-10.3(4) Traffic Control Constraints Section 1-10.3(4) 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 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. Traffic control shall not be permitted on adjacent north-south streets simultaneously unless approved by the engineer. A maximum of 400-feet of trench, including that which is steel 11/12/2020 114 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 1- 07.23(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 Renton High School shall be coordinated with the Renton School District. Road closures in the vicinity of Renton High School will be restricted in the mornings and afternoons during the school year. 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. Traffic control shall maintain at minimum one lane of traffic during construction in the following locations with the applicable utility noted in parenthesis for each location: • Whitworth Ave S, between Sta. G0+00 to G4+00 (sewer and water) • Smithers Ave S (water and storm) • S 2nd St between Sta. A7+00 and A8+00 (sewer) • S 3rd St o Between Sta. C12+20 to C14+00 (storm) o Whitworth Ave S to Burnett Ave S (sewer) • Shattuck Ave S, south of Sta. F4+40 (sewer) • Mill Ave S o Bronson Way S to S 2nd St (water) o S 2nd St to Houser Way S (water) Traffic control shall maintain one lane of traffic each direction through intersections, except the 11/12/2020 115 following, where temporary closures are permitted: • Burnett Place S and S 2nd St (sewer) • Burnett Ave S and S 2nd St (sewer) • Whitworth Ave S and S 2nd St (water) • Mill Ave S and S 2nd St (sewer, water, and storm) • Shattuck Ave S and S 3rd St (sewer, water, and storm) • Whitworth Ave S and S 3rd St (sewer and water) • Morris Ave S and S 3rd St (sewer) • Smithers Ave S and S 3rd St (sewer, storm, and water) • Logan Ave S and S 3rd St (sewer) • Houser Way S and Mill Ave S (water, sewer) Night work is required in the following locations: • Rainier Ave S and Sunset Blvd SW/ S 3rd St Intersection 1-10.3(5) Special Events Section 1-10.3(5) is a new section: (******) During the following special events, traffic control shall be subject to the additional restrictions detailed below: Event Location Restriction Time Renton Farmers Market Piazza Park S 3rd St (Logan to Burnett) Tuesdays June-Sept 12:00 PM - 9:00 PM Cruz the Loop S 2nd and S 3rd St (between Wells and Shattuck) and Wells and Shattuck (between 2nd and 3rd) One weekend, Mid-July Friday 8:00 PM - Monday 12:00 AM Renton River Days Liberty Park Parade on S 3rd St (Rainier to Hauser), Hauser Way (Main St to the Cedar River), and Mill St (Hauser to Bronson) Fourth Weekend of July Thursday 8:00 PM -Monday 12:00 AM Renton Multicultural Festival Renton Pavilion and Piazza Park S 3rd St (Logan to Burnett) One weekend, Mid-September Friday 12:00 PM - Monday 12:00 AM Downtown Tree Lighting Piazza Park S 3rd St (Logan to Burnett) Last Friday in November 12:00 PM - Monday 12:00 AM 11/12/2020 116 Renton River Days and Cruz the Loop All active construction work is prohibited during the restriction times for Renton River Days and Cruz the Loop. Prior to the restriction time, pedestrian zones and the roadway of S 2nd St and S 3rd St shall be fully restored to a smooth and unyielding asphalt surface with no trip hazards. Construction equipment shall be removed from S 2nd St and S 3rd St unless otherwise approved by the Engineer. Other areas of the project shall be stabilized and staged such that no traffic control signage is required on S 2nd St and S 3rd St and said signage shall be removed prior to the event. Other Localized Special Events Active construction work is prohibited within one block of the event during the restriction times. Prior to the restriction time, construction equipment, materials, and debris shall be removed from within one block of the event and the work zone shall be made clean, neat, and orderly. Unless otherwise approved by the Engineer, parking shall be reestablished, pedestrian access shall be restored, and traffic control shall provide a clear and direct route to the event. Unless otherwise approved by the Engineer, at least one lane of through traffic shall be restored S 2nd St and S 3rd St. In outlying areas, any active construction work shall be approved by the Engineer and shall be coordinated to avoid disruption of the event. Activities that cause high levels of noise and/or vibration, traffic disturbance, or other impact to the public may be prohibited. Depending on the location of active construction, signage may be adjusted to announce the event and provide direction. 1-10.4 Measurement Section 1-10.4 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. 1-10.5 Payment Section 1-10.5 is replaced with: (******) Payment for all labor, materials, and equipment described in Section 1-10 will be made in accordance with Section 1-04.1, for the following bid items when included in the proposal: “Traffic Control,” Lump Sum. 1-11 RENTON SURVEYING STANDARDS The following is a new section with new subsections: 11/12/2020 117 (******) 1-11.1(1) Responsibility for Surveys All surveys and survey reports shall be prepared under the direct supervision of a person registered to practice land surveying under the provisions of Chapter 18.43 RCW. All surveys and survey reports shall be prepared in accordance with the requirements established by the Board of Registration for Professional Engineers and Land Surveyors under the provisions of Chapter 18.43 RCW. 1-11.1(2) Survey Datum and Precision The horizontal component of all surveys shall have as its coordinate base: The North American Datum of 1983/91. All horizontal control for projects must be referenced to or in conjunction with a minimum of two of the City of Renton's Survey Control Network monuments. The source of the coordinate values used will be shown on the survey drawing per RCW 58.09.070. The horizontal component of all surveys shall meet or exceed the closure requirements of WAC 332- 130-060. The control base lines for all surveys shall meet or exceed the requirements for a Class A survey revealed in Table 2 of the Minimum Standard Detail Requirements for ALTA/ACSM Land Title Surveys jointly established and adopted by ALTA and ACSM in 1992 or comparable classification in future editions of said document. The angular and linear closure and precision ratio of traverses used for survey control shall be revealed on the face of the survey drawing, as shall the method of adjustment. The horizontal component of the control system for surveys using global positioning system methodology shall exhibit at least 1 part in 50,000 precision in line length dependent error analysis at a 95 percent confidence level and performed pursuant to Federal Geodetic Control Subcommittee Standards for GPS control surveys as defined in Geometric Geodetic Accuracy Standards & Specifications for Using GPS Relative Positioning Techniques dated August 1, 1989, or comparable classification in future editions of said document. The vertical component of all surveys shall be based on NAVD 1988, the North American Vertical Datum of 1988, and tied to at least one of the City of Renton Survey Control Network benchmarks. If there are two such benchmarks within 3000 feet of the project site a tie to both shall be made. The benchmark(s) used will be shown on the drawing. If a City of Renton benchmark does not exist within 3000 feet of a project, one must be set on or near the project in a permanent manner that will remain intact throughout the duration of the project. Source of elevations (benchmark) will be shown on the drawing, as well as a description of any benchmarks established. 1-11.1(3) Subdivision Information Those surveys dependent on section subdivision shall reveal the controlling monuments used and the subdivision of the applicable quarter section. Those surveys dependent on retracement of a plat or short plat shall reveal the controlling 11/12/2020 118 monuments, measurements, and methodology used in that retracement. 1-11.1(4) Field Notes Field notes shall be kept in conventional format in a standard bound field book with waterproof pages. In cases where an electronic data collector is used field notes must also be kept with a sketch and a record of control and base line traverses describing station occupations and what measurements were made at each point. Every point located or set shall be identified by a number and a description. Point numbers shall be unique within a complete job. The preferred method of point numbering is field notebook, page, and point set on that page. Example: The first point set or found on page 16 of field book 348 would be identified as Point No. 348.16.01, the second point would be 348.16.02, etc. Upon completion of a City of Renton project, either the field notebook(s) provided by the City or the original field notebook(s) used by the Surveyor will be given to the City. For all other Work, Surveyors will provide a copy of the notes to the City upon request. In those cases where an electronic data collector is used, a hard copy print out in ASCII text format will accompany the field notes. 1-11.1(5) Corners and Monuments Corner: A point on a land boundary, at the juncture of two or more boundary lines. A monument is usually set at such points to physically reference a corner's location on the ground. Monument: Any physical object or structure of record, which marks or accurately references: • A corner or other survey point established by or under the supervision of an individual per Section 1-11.1(1) and any corner or monument established by the General Land Office and its successor the Bureau of Land Management including section subdivision corners down to and including one-sixteenth corners; and • Any permanently monumented boundary, right-of-way alignment, or horizontal and vertical control points established by any governmental agency or private surveyor including street intersections but excluding dependent interior lot corners. 1-11.1(6) Control or Base Line Survey Control or Base Line Surveys shall be established for all construction projects that will create permanent structures such as roads, sidewalks, bridges, utility lines or appurtenances, signal or light poles, or any non-single-family building. Control or Base Line Surveys shall consist of such number of permanent monuments as are required such that every structure may be observed for staking or "as- builting" while occupying one such monument and sighting another such monument. A minimum of two of these permanent monuments shall be existing monuments, recognized and on record with the City of Renton. The Control or Base Line Survey shall occupy each monument in turn and shall satisfy all applicable requirements of Section 1-11.1 herein. The drawing depicting the survey shall be neat, legible, and drawn to an appropriate scale. North orientation should be clearly presented, and the scale shown graphically as well as noted. The drawing must be of such quality that a reduction thereof to one-half original scale remains legible. 11/12/2020 119 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. 11/12/2020 120 1-11.1(10) Station--Offset Topography Elevations of the baseline and topographic points shall be determined by spirit leveling and shall satisfy Federal Geodetic Control Committee Specifications as to the turn points and shall not exceed 0.1 foot's error as to side shots. 1-11.1(11) As-Built Survey All improvements required to be "as-built" (post construction survey) per City of Renton Codes, TITLE 4 Building Regulations and TITLE 9 Public Ways and Property, must be located both horizontally and vertically by a Radial survey or by a Station offset survey. The "as-built" survey must be based on the same base line or control survey used for the construction staking survey for the improvements being "as-built". The "as-built" survey for all subsurface improvements should occur prior to backfilling. Close cooperation between the installing Contractor and the "as-builting" surveyor is therefore required. All "as-built" surveys shall satisfy the requirements of Section 1-11.1(1) herein and shall be based upon control or base line surveys made in conformance with these Specifications. The field notes for "as-built" shall meet the requirements of Section 1-11.1(4) herein and submitted with stamped and signed "as-built" drawings which includes a statement certifying the accuracy of the "as-built". The drawing and electronic listing requirements set forth in Section 1-11.1(6) herein shall be observed for all "as-built" surveys. 1-11.1(12) Monument Setting and Referencing All property or lot corners, as defined in 1-11.1(5), established or reestablished on a plat or other recorded survey shall be referenced by a permanent marker at the corner point per 1-11.2(1). In situations where such markers are impractical or in danger of being destroyed, e.g., the front corners of lots, a witness marker shall be set. In most cases, this will be the extension of the lot line to a tack in lead in the curb. The relationship between the witness monuments and their respective corners shall be shown or described on the face of the plat or survey of record, e.g., “Tacks in lead on the extension of the lot side lines have been set in the curbs on the extension of said line with the curb." In all other cases the corner shall meet the requirements of Section 1-11.2(1) herein. All non-corner monuments, as defined in 1-11.1(5), shall meet the requirements of Section 1-11.2(2) herein. If the monument falls within a paved portion of a right-of-way or other area, the monument shall be set below the ground surface and contained within a lidded case kept separate from the monument and flush with the pavement surface, per Section 1-11.2(3). In the case of right-of-way centerline monuments all points of curvature (PC), points of tangency (PT), street intersections, center points of cul-de-sacs shall be set. If the point of intersection (PI) for the tangents of a curve fall within the paved portion of the right-of-way, a monument can be set at the PI instead of the PC and PT of the curve. For all non-corner monuments set while under contract to the City of Renton or as part of a City of Renton approved subdivision of property, a City of Renton Monument Card (furnished by the city) 11/12/2020 121 identifying the monument; point of intersection (PI), point of tangency (PT), point of curvature (PC), one-sixteenth corner, Plat monument, street intersection, etc., complete with a description of the 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. 11/12/2020 122 2-01 CLEARING, GRUBBING, AND ROADSIDE CLEANUP 2-01.1 Description Section 2-01.1 is supplemented as follows: (******) The limits of clearing and grubbing (construction limits) shall be defined as being the construction limit lines as shown in the Plans. Where, in the opinion of the Engineer, any trees abutting or adjacent to the limits of clearing and grubbing are damaged and require removal, the Contractor shall remove such trees. Any trees flagged by the Engineer to remain within the clearing and grubbing limits shall be left undamaged by the Contractor’s operations. Any flagged trees, which are damaged, shall be replaced in kind at the Contractor’s expense. Existing landscaping outside the construction limits, including but not limited to, sod, rockeries, beauty bark, decorative gravel or rock, bushes, and shrubbery shall be protected from damage. The property owners shall be responsible for removing and/or relocating irrigation equipment, trees, shrubs, curbing, ornamental plants, and any other decorative landscaping materials within the construction limits that they wish to save. The Contractor shall give property owners 10 days’ written notice prior to removing landscaping materials. All landscaping materials that remain in the construction limits after that time period shall be removed and disposed of, by the Contractor, in accordance with Section 2-01 of the Standard Specifications, these Special Provisions, and the Plans. The Contractor shall receive approval from the Engineer prior to removal. 2-01.2 Disposal of Usable Material and Debris Section 2-01.2 is supplemented as follows: (******) The Contractor shall dispose of all debris by Disposal Method No. 2 – Waste Site. 2-02 REMOVAL OF STRUCTURE AND OBSTRUCTIONS 2-02.2(4) Removal of Unforeseen Obstructions and Debris Section 2-02.3(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 11/12/2020 123 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. 2-02.3(3) Removal of Pavement, Sidewalks, Curbs, and Gutters Section 2-02.3(3) is supplemented as follows: (******) When an area where pavement, sidewalk, or driveway has been removed is to be opened to traffic before pavement patching has been completed, temporary asphalt concrete patching shall be required. Temporary patching shall be placed as specified in Section 5-06. 2-03 ROADWAY EXCAVATION AND EMBANKMENT 2-03.3 Construction Requirements Section 2-03.3 is supplemented by adding the following: (******) Roadway excavation shall include the removal of all materials excavated from within the limits shown on the Plans. Suitable excavated material shall be used for embankments, while surplus excavated material or unsuitable material shall be disposed of by the Contractor. Earthwork quantities and changes will be computed, either manually or by means of electronic data processing equipment, by use of the average end area method. Any changes to the proposed Work as directed by the Engineer that would alter these quantities shall be calculated by the Engineer and submitted to the Contractor for his review and verification. Any excavation or embankment beyond the limits indicated in the Plans, unless ordered by the Engineer, shall not be paid for. All Work and material required to return these areas to their original conditions, as directed by the Engineer, shall be provided by the Contractor at his sole expense. All areas shall be excavated, filled, and/or backfilled as necessary to comply with the grades shown on the Plans. In filled and backfilled areas, fine grading shall begin during the placement and the compaction of the final layer. In cut sections, fine grading shall begin within the final six (6) inches of cut. Final grading shall produce a surface, which is smooth and even, without abrupt changes in grade. 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. 11/12/2020 124 Following removal of topsoil or excavation to grade, and before placement of fills or base course, the subgrade under the roadway shall be proof rolled to identify any soft or loose areas which may warrant additional compaction or excavation and replacement. The Contractor shall provide temporary drainage or protection to keep the subgrade free from standing water. Acceptable excavated native soils shall be used for fill in the area requiring fills. Care shall be taken to place excavated material at the optimum moisture content to achieve the specified compaction. Any native material used for fill shall be free of organics and debris and have a maximum particle size of 6 inches. It shall be the responsibility of the Contractor to prevent the native materials from becoming saturated with water. The measures may include sloping to drain, compacting the native materials, and diverting runoff away from the materials. If the Contractor fails to take such preventative measures, any costs or delay related to drying the materials shall be at his own expense. If the native materials become saturated, it shall be the responsibility of the Contractor to dry the materials, to the optimum moisture content. If sufficient acceptable native soils are not available to complete construction of the roadway embankment, Gravel Borrow shall be used. If subgrade trimmer is not required on the project, all portions of Section 2-03 shall apply as though a subgrade trimmer were specified. If sufficient acceptable native soils, as determined by the Engineer, are not available to complete construction of the roadway embankment, Gravel Borrow meeting the requirements of Section 9- 03.14 of the Standard Specifications, shall be used. 2-05 CONTAMINATED SOIL AND WATER Section 2-05 is a new section: (******) 2-05.1 Description This work consists of identifying, notifying, handling, transporting, and disposing of contaminated soil and water generated in connection with the project. 2-05.2 Vacant 2-05.3 Construction Requirements Subsurface investigations of the project area have identified locations of soil and groundwater contaminated with petroleum hydrocarbons. It shall be the Contractor’s responsibility to properly handle and dispose of contaminated soils and water in accordance with all permits, regulations, and laws wherever they are encountered during the course of the work. The City has prepared a Geotechnical and Environmental Studies report with information on soil and water contamination for the Contractor’s consideration and use. In no way shall the plan be interpreted as relieving the 11/12/2020 125 Contractor’s responsibility to comply with all Federal, State, and local laws, ordinances, and regulations regarding contaminated materials. The Contractor is responsible for all work, records, and reports required to perform the work described in this section. Prior to the start of work, the Contractor shall provide a written Contaminated Soil and Water Handling and Management Plan presenting a detailed description of the Contractor's proposed method for containment, loading and hauling of contaminated media that is in accordance with these Contract Documents. The Contractor shall not undertake direct communication with regulatory agencies regarding waste designation and shall route all such communications through the City. 2-05.3(1) Health and Safety The Contractor shall review the available environmental data for the site and inspect the site to identify potential hazards for workers. The Contractor shall comply with all safety and health provisions of the Washington Industrial Safety and Health Act of 1973 (WISHA), as amended, including WISHA Safety and Health Core Rules (296-800 WAC), Respirators (296-842 WAC), and Hazardous Waste Operations (296-843 WAC); all other applicable Federal, State, county, and local laws, ordinances and codes; the requirements set forth in Section 1-07 and herein, and any regulations that may be specified in other parts of this Contract. In case of conflict or overlap, the provisions more protective of employee safety and health shall apply. Failure to become thoroughly familiarized with these safety and health provisions shall not relieve the Contractor of responsibility for compliance with the obligations and requirements set forth therein. The Contractor shall be responsible for the health and safety of Contractor’s employees, its Subcontractors, suppliers, agents, Inspectors, visitors, the general public and any others providing labor, goods, or other services on the project site. The Contractor shall have instituted a corporate safety and health program and have (when required, based on-site conditions) workers who are trained in hazardous waste site safety and health issues in accordance with 29 CFR 1910.120 of the Federal Register and Chapter 296-843 WAC, and personal protective equipment for employees as needed. The Contractor shall communicate daily with the Engineer regarding health and safety issues for the Engineer’s safe conduct of the Engineer’s duties, but such communication shall not imply any duty or responsibility on the part of the Engineer with regard to health and safety of Contractor’s employees, its Subcontractors, suppliers, the general public, or others. The Engineer’s responsibility and duty with regard to health and safety shall be limited to the Engineer’s employees. The Contractor shall have responsibility and duty to the Engineer to communicate health and safety issues accurately and in a timely manner to allow the Engineer to take appropriate actions to protect the Engineer’s employees. The Contractor shall be responsible for emergency response planning and notification, and for actual response to any and all emergencies that may occur during the course of the Work, including emergencies occurring when Contractor is not present at the site. The Contractor shall be responsible for stability of excavations and embankments caused by the Contractor’s Work. Contractor shall designate one competent person as defined in Chapter 296-155 11/12/2020 126 WAC, Part N, to inspect daily and throughout the shift to document excavation safety conditions and ensure excavation safety prior to any personnel entering an excavation. The Contractor shall designate, identify, and cordon off, where necessary, contaminated excavations and other “exclusion zone” areas at the site as described in the Contractor’s HASP. Only designated, properly trained personnel shall be allowed in any exclusion zones. Decontamination activities shall take place in “designated” contamination reduction zones.” 2-05.3(2) Health and Safety Plan and Accident Prevention Program The Contractor shall develop, implement, maintain, supervise, and be responsible for a Health and Safety Plan (HASP) and Accident Prevention Program (APP). The HASP shall be prepared by an American Board of Industrial Hygiene Certified Industrial Hygienist (CIH). The HASP and APP shall be developed in accordance with the requirements of the current health and safety guidelines established by the Washington Administrative Code (WAC), the U.S. Environmental Protection Agency (EPA) Office of Emergency and Remedial Response — Hazardous Response Support Division, the Occupational Safety and Health Administration (OSHA), and the Washington Industrial Safety and Health Act (WISHA). Where these are in conflict, the most stringent requirement shall be followed. The Contractor shall provide a copy of the HASP and APP to the Engineer a minimum of 10 days following the Notice of Award. Engineer shall review the HASP and APP and reserve the right to comment on it, but Engineer shall not be responsible for approval of the Contractor’s HASP or APP. 2-05.3(3) Contaminated Soil and Groundwater Handling and Management Plan The Contractor shall develop and submit a Contaminated Soil and Groundwater Handling and Management Plan a maximum of ten days following the Notice of Award. The Plan shall include, at a minimum, the following elements: 1. Stockpile construction and maintenance; and 2. Methods of contaminated soil and water treatment or disposal, including groundwater from dewatering operations per Section 2-15 of these Provisions; and 3. Instructing workers in observing and reporting questionable materials and odors, such as refuse, creosote-treated wood, oily sheen or color on soils or water, and oily or chemical odors; and 4. Identify the individual responsible for implementing the Plan and his/her qualifications; and 5. Describing the procedures and equipment to monitor compliance; and 6. Developing an emergency medical care and treatment plan consistent with the HASP; and 7. The name, address, and State and Federal identification number of contaminated soil and ground water treatment and/or disposal facilities used by the Contractor. 8. Disposal Facility - Name, location, and State and Federal identification number (if available) of licensed off- site facility(s) for treatment and/or disposal of contaminated soils. 2-05.3(4) Jobsite Monitoring The Contractor shall be responsible for the identification of areas of soil and/or ground water contamination through observations and a continuous monitoring program designed to detect contaminated soil and ground water. The Contractor shall instruct workers to report any observations 11/12/2020 127 of “suspicious looking” materials and odors, such as an oily sheen on soils or water, and oily or chemical odors. In the event the Contractor’s monitoring program detects the presence of a suspicious material not indicated in the Plans, the Contractor shall immediately notify the Engineer. Contractor shall test suspected contaminated soils or ground water within two (2) working days (excluding weekends) of notification, or as otherwise coordinated with Engineer. The Contractor shall provide analytical results and direction on soil disposition to the Engineer within three (3) working days (excluding weekends) of sample collection and submittal to the analytical laboratory. Following completion of testing to determine the nature of the material, the Engineer will decide how the material shall be handled and disposed. Options include reuse on-site, off-site disposal as unsuitable, or off-site disposal/treatment as contaminated soil. Monitoring, notification, and the time delays specified herein are included in the Base Bid, no additional compensation will be made for resulting Work delays, stockpiling, moving soil after it has been excavated and stockpiled, or ancillary costs. Testing will be per each paid under the “Soil Sampling and Testing” Bid item, per each. 2-05.3(5) Test Sampling The Contractor shall sample soils at locations of suspected or apparent contamination as selected by the Engineer. Contractor shall notify Engineer of potential contamination when encountered in the due course of the work. Sampling locations will then be determined by Engineer. The Contractor shall send samples to an analytical laboratory for chemical analysis. The analytical results from the soil samples will be used to determine the levels of soil contamination and establish soil disposal requirements. Each test shall include testing for petroleum hydrocarbons by methods NWTPH- G/BTEX and NWTPH-Dx, RCRA metals, and TCLP metals follow-up as needed, and any other tests required by the disposal facility. 2-05.3(6) Storage Soils that are to be disposed of off-site should be loaded directly to trucks when possible. All excavated contaminated soils shall be stockpiled as follows if not loaded immediately for off-site transport and disposal. Materials suspected of having contamination must be stockpiled separately from materials where there are no indications of contamination. The Contractor shall establish separate stockpiles as necessary for management of excavated materials prior to transport of excavated materials for on-site use as backfill or off-site disposal. The Contractor shall be responsible for constructing all stockpiles, and for inspection, maintenance, modification, and repair of stockpiles. The Contractor shall place soil on 10-mil (minimum) polyethylene sheeting (e.g., Visqueen), with polyethylene -covered earthen or straw bale berms as needed to prevent any infiltration or runoff of water. The Contractor shall cover soil with 6-mil (minimum thickness) polyethylene and sandbags or other suitable hold-downs (soil or tires are not acceptable). The Contractor shall maintain stockpiles, berms, and liners to prevent rain or surface water from contacting the soil, as well as preventing the escape of volatile contaminants, dust, or water from the 11/12/2020 128 stockpiled soil. Stockpiles shall remain covered at all times unless material is being added or removed. Free liquids within the stockpile shall be controlled by the Contractor so that they are not released to the environment. The maximum number of days stockpiles can remain is 15, otherwise stockpiles shall be hauled and disposed of at a lawful site in accordance with Section 2- OS.3(8). Alternatively, the Contractor may use covered steel rolloff boxes for soil storage. Rolloff boxes shall not allow any infiltration of precipitation, or water runoff from the soils. Containers must have appropriate waste labels or placards. The Contractor is responsible for decontamination of rolloff boxes as required by the box providers. The Contractor shall place an appropriate warning signage adjacent to excavated material stockpiles. Install signs at conspicuous locations immediately adjacent to all stockpiled materials clearly indicating the nature of stockpiled materials (e.g., hazardous materials, nonhazardous contaminated materials, backfill materials etc.). The Contractor shall provide suitable barricades, fencing, signing and other warning and safety devices to protect the public and other site workers from contaminated materials, open excavations, heavy equipment, and other construction activities. Following removal of stockpile materials, the Contractor shall return stockpile areas to preconstruction conditions, as determined by the Engineer. The Contractor shall remove all equipment and materials from the site at the conclusion of the job, including polyethylene sheeting, soil liners, covers, straw bales, personal protective equipment, and other materials at Contractor expense in accordance with all applicable regulations. Storage and handling of soils is included in the Base Bid, no additional compensation will be made for resulting Work delays, moving soil after it has been excavated and stockpiled, or ancillary costs. 2-05.3(7) Profiling and Manifests The Contractor shall be responsible for any additional profiling, analysis, or documentation that may be required by the treatment/disposal facilities for Contaminated Soil. Reports are available for review from the Contracting Agency that may aid the Contractor with completing profiling as needed for the disposal/treatment facility. The Contractor shall prepare all required profile forms and manifests on behalf of the Contracting Agency, for transportation and disposal of all contaminated materials and provide the forms to the Engineer for Owner’s/Generator’s signature. Prior to preparing a manifest for the Contracting Agency, the Contractor shall obtain Engineer’s approval for each load of waste material proposed for disposal. The Contractor shall allow five (5) working days (excluding weekends) for obtaining an authorized “generator” signature from the Contracting Agency for all manifests or other forms required by the treatment/disposal facility. 2-05.3(8) Disposal of Excavated Soils The Engineer reserves the right to contact the treatment/disposal facilities designated by the Contractor and the appropriate regulatory agencies to verify the information provided by the Contractor. 11/12/2020 129 The Contractor shall verify that the receiving facility receiving each shipment of waste from the site meets the following requirements: 1. The facility is fully licensed and permitted to accept the waste by the appropriate United States of America, County, State and Federal agencies including but not limited to: county health department, IoCdl air pollution control authority, State of Washington Department of Ecology, and U.S. Environmental Protection agency. Facilities not holding valid County, State or Federal permits to accept contaminated soils will not be approved. Landfills and thermal treatment facilities must have a valid solid waste permit lFl accordance with the provisions of Chapter 70.95 of the Revised Code of Washington (RCW) Chapter 173- 350 or 173-351 of the Washington Administrative Code (WAC). Land use permits, stormwater permits, agency letters of concurrence will not be accepted in lieu of the above-required soil treatment and/or disposal permits. 2. The facility will provide the treatment and or disposal services indicated and will accept the quantity and types of waste generated under this Contract within the time period of performance of this Contract. 3. The facility must not have any significant violations or other environmental conditions that affect the satisfactory operation of the facility. The Contractor shall coordinate with the waste disposal facility for loading of contaminated materials for the project site. The Contractor shall have the sole responsibility of coordinating the number of trucks, loading operations, and hours for loading and hauling with the disposal facility. Contractor shall coordinate transportation of contaminated soil with excavation Work to maintain excavation production rates for completion of the Work in accordance with the construction milestones. 2-05.3(9) Decontamination Contractor shall minimize the spread of contaminated materials by decontaminating all equipment before it leaves an exclusion zone (contaminated area), as defined in the Contractor’s Health and Safety Plan. Contractor shall dispose of all decontamination water generated on-site in accordance with all applicable regulations. All equipment decontamination procedures shall be performed in a decontamination facility as specified in the approved Contractor’s Contaminated Soil and Groundwater Handling and Management Plan. The Contractor shall be responsible for the onsite/off-site management and disposal of all the Contractor’s and Engineer’s incidental wastes resulting from handling of contaminated soil and ground water. Incidental contaminated material includes personal protective equipment (PPE), decontamination water, erosion control materials, residual soil samples, and other materials (plastic sheeting, wash basins, scrub brushes, rags, etc.) 2-05.3(10) Certification of Waste Weight and Disposal The Contractor shall prepare and provide the Engineer with copies of waste manifests and weigh tickets for each shipment of regulated waste from the site indicating each waste shipment has been received at the disposal facility. Weight, and not volume, shall be used to measure solid waste quantities for manifest and payment purposes. The Contractor shall ensure that weigh scales used are approved by an appropriate State agency. 11/12/2020 130 The Contractor shall submit to Engineer certification of treatment/disposal for all regulated materials removed from the site within 14 days of removal. The Contractor shall provide the City with a copy of the shipping manifest or bill of lading indicating the amount of material hauled to disposal and bearing the disposal site operator's confirmation for receipt of the material. Manifests shall be provided within one (1) working day of disposal. 2-05.3(11) Contaminated Water All water that is removed from areas of contamination, including free water that leaches from contaminated soil stockpiles or water that is suspected of being contaminated, shall be collected, handled and stored in a manner that prevents the spread of contamination to adjacent soil or water or other surfaces. The Contractor is responsible for all contaminated water sampling required to determine appropriate treatment, discharge, or disposal. Sampling results shall be provided to the City whenever samples are taken. The Contractor shall obtain an Individual Authorization for Construction Dewatering from King County prior to any discharge of contaminated water to the sewer system. The Contractor is responsible for obtaining the permit, permit compliance, monitoring, sampling, fees, renewals, modifications, fines, and all other requirements related to the permit. If obtained, a copy of the dewatering permit shall be provided to the City before any excavation activities begin. The Department of Ecology has issued a Construction Stormwater General Permit and an Administrative Order which contains additional requirements to the City. The City will transfer the permit coverage to the contractor awarded the contract. The contractor is responsible for transferring the permit, permit compliance, monitoring, sampling, fees, renewals, modifications, fines, and all other requirements related to the permit. The Contractor shall treat contaminated water as required to meet the applicable permit criteria before discharge to the sanitary sewer or storm sewer. Treated contaminated water shall only be discharged into an approved collection system with the applicable permits in place. Dewatering of contaminated water shall never cause or contribute to surcharging of the King County sewer system or flooding from the City sewer system or storm drain system onto the ground surface. 2-06 SUBGRADE PREPARATION 2-06.2 Subgrade to be Incidental Section 2-06.2 is a new section: (******) 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 11/12/2020 131 Contractor and no additional compensation shall be made. 2-09 STRUCTURE EXCAVATION 2-09.1 Description Section 2-09.1 is supplemented by adding the following: (******) This Work also includes the excavation, haul, and disposal of all unsuitable materials such as peat, muck, swampy or unsuitable materials, including buried logs and stumps. 2-09.3(1)D Disposal of Excavated Material Section 2-09.3(1)D is revised as follows: (******) The second paragraph is replaced with: All costs for disposing of excavated material within or external to the project limits shall be included in the unit contract price for structure excavation, Class A or B. The third paragraph is replaced with: If the Contract includes structure excavation, Class A or B, including haul, the unit contract price shall include all costs for loading and hauling the material the full required distance, otherwise all such disposal costs shall be considered incidental to the Work. 2-09.3(3)D Shoring and Cofferdams Section 2-09.3(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 11/12/2020 132 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 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 2-09.3(4). When work is complete, the Contractor shall remove structural shoring to at least 4 feet below final grade. 2-09.3(5) Vibration Monitoring Section 2-09.3(5) is a new section: (******) The Contractor shall perform continuous vibration monitoring during construction operations when driving sheet piles or installing other shoring components that are anticipated to create ground vibrations. Provide a 3-component seismograph capable of measuring particle velocity data in three mutually perpendicular directions. The seismograph shall be located within 50-ft of the work at a location between the work area and edge of ROW, as approved by the Engineer. The Contractor must continuously monitor ground vibration of work operations to ensure compliance with the limitations herein. A record of all vibration measurements and locations of the instrument(s) shall be retained. Vibration Monitoring Plan Prior to performing work adjacent to specified locations, a written Vibration Monitoring Plan prepared by the Contractor shall be submitted to the Engineer a minimum of 10 workdays in advance for approval. The vibration monitoring plan shall include the necessary information to outline the recording collection. The vibration monitoring plan shall include, but not be limited to, the following items: • The name of vibration monitoring specialist(s). • The scheduled start date and length of construction operations which require vibration monitoring. • The limits of vibration monitoring work, including sites on or off City-owned right-of-way. • The location of all structures to be monitored in proximity to the construction operation. • The location of any underground utilities in proximity to the construction operation. • Submit proof and details, as references, of two projects in the past five years where the vibration monitoring consultant performing the work has satisfactorily monitored construction operations by recording maximum peak particle velocities (PPVs). Include contact information for each reference. • Submit information on the required 3-component seismograph, capable of measuring particle velocity data in three mutually perpendicular directions, including: the manufacturer’s name, 11/12/2020 133 model number, and documentation of factory calibration performed within the last 12 months. • The location of adjacent structures to be monitored and maximum allowable PPVs as indicated in the contract documents. • The location of seismograph(s) placements, as directed by the Contractor’s Professional Engineer. Recording seismographs may be installed on selected structures. • Appropriate details for anchoring the geophone(s). • The procedure for tracking PPV throughout construction operations (e.g., Sheet Pile Driving Operations: sheet pile tip vs. vibrations may be correlated through time of day. A record of the time of day at each depth interval, included on the sheet pile driving records, would be required to correlate to a time-based readout of PPV). Measuring Vibrations A maximum allowable PPV in accordance with the United States Bureau of Mines (USBM) Vibration Criteria (Figure 1) shall be observed at all structures. Figure 1 – USBM Vibration Criteria 11/12/2020 134 The Contractor shall inform the Engineer immediately each time measured particle velocities exceed 85% of the allowable peak particle velocity. The Contractor shall make equipment or procedural modifications as required to avoid exceeding the allowable vibration intensity. If the measured velocities exceed the maximum allowable PPVs, the Contractor shall stop operations immediately and revise equipment and procedures to reduce vibrations to allowable levels. The Contractor shall be in communication with his monitoring firm’s personnel during vibration monitoring at all locations to verify the data recorded. The Contractor shall provide the Engineer with the results of daily vibration monitoring, one workday after the readings are taken. Upon completion of the construction operations for those locations requiring vibration monitoring, the daily submittals shall be synthesized into a final report. If the seismographs show any indication of damage or vandalism, the seismographs shall be immediately recalibrated or replaced. 11/12/2020 135 5-04 HOT MIX ASPHALT (July 18, 2018 APWA GSP) Delete Section 5-04 and amendments, Hot Mix Asphalt and replace it with the following: (******) 5-04.1 Description This Work shall consist of providing and placing one or more layers of plant-mixed hot mix asphalt (HMA) on a prepared foundation or base in accordance with these Specifications and the lines, grades, thicknesses, and typical cross-sections shown in the Plans. The manufacture of HMA may include warm mix asphalt (WMA) processes in accordance with these Specifications. WMA processes include organic additives, chemical additives, and foaming. HMA shall be composed of asphalt binder and mineral materials as may be required, mixed in the proportions specified to provide a homogeneous, stable, and workable mixture. 5-04.2 Materials Materials shall meet the requirements of the following sections: Asphalt Binder 9-02.1(4) Cationic Emulsified Asphalt 9-02.1(6) Anti-Stripping Additive 9-02.4 HMA Additive 9-02.5 Aggregates 9-03.8 Recycled Asphalt Pavement 9-03.8(3)B Mineral Filler 9-03.8(5) Recycled Material 9-03.21 Portland Cement 9-01 Sand 9-03.1(2) (As noted in 5-04.3(5)C for crack sealing) Joint Sealant 9-04.2 Foam Backer Rod 9-04.2(3)A The Contract documents may establish that the various mineral materials required for the manufacture of HMA will be furnished in whole or in part by the Contracting Agency. If the documents 11/12/2020 136 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. The Contractor may use up to 20 percent RAP by total weight of HMA with no additional sampling or testing of the RAP. The RAP shall be sampled and tested at a frequency of one sample for every 1,000 tons produced and not less than ten samples per project. The asphalt content and gradation test data shall be reported to the Contracting Agency when submitting the mix design for approval on the QPL. The Contractor shall include the RAP as part of the mix design as defined in these Specifications. The grade of asphalt binder shall be as required by the Contract. Blending of asphalt binder from different sources is not permitted. The Contractor may only use warm mix asphalt (WMA) processes in the production of HMA with 20 percent or less RAP by total weight of HMA. The Contractor shall submit to the Engineer for approval the process that is proposed and how it will be used in the manufacture of HMA. Production of aggregates shall comply with the requirements of Section 3-01. Preparation of stockpile site, the stockpiling of aggregates, and the removal of aggregates from stockpiles shall comply with the requirements of Section 3-02. 5-04.2(1) How to Get an HMA Mix Design on the QPL If the contractor wishes to submit a mix design for inclusion in the Qualified Products List (QPL), please follow the WSDOT process outlined in Standard Specification 5-04.2(1). 5-04.2(1)A Vacant 5-04.2(2) Mix Design – Obtaining Project Approval No paving shall begin prior to the approval of the mix design by the Engineer. Nonstatistical evaluation will be used for all HMA not designated as Commercial HMA in the contract documents. Commercial evaluation will be used for Commercial HMA and for other classes of HMA in the following applications: sidewalks, road approaches, ditches, slopes, paths, trails, gores, prelevel, and pavement repair. Other nonstructural applications of HMA accepted by commercial evaluation shall be as approved by the Project Engineer. Sampling and testing of HMA accepted by commercial evaluation will be at the option of the Project Engineer. The Proposal quantity of HMA that is accepted by commercial evaluation will be excluded from the quantities used in the determination of nonstatistical evaluation. Nonstatistical Mix Design. Fifteen days prior to the first day of paving the contractor shall provide one 11/12/2020 137 of the following mix design verification certifications for Contracting Agency review; • The WSDOT Mix Design Evaluation Report from the current WSDOT QPL, or one of the mix design verification certifications listed below. • The proposed HMA mix design on WSDOT Form 350-042 with the seal and certification (stamp & 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; • Have the aggregate structure and asphalt binder content determined in accordance with WSDOT Standard Operating Procedure 732 and meet the requirements of Sections 9-03.8(2), except that Hamburg testing for ruts and stripping are at the discretion of the Engineer, and 9-03.8(6). • Have anti-strip requirements, if any, for the proposed mix design determined in accordance with AASHTO T 283 or T 324 or based on historic anti-strip and aggregate source compatibility from previous WSDOT lab testing. At the discretion of the Engineer, agencies may accept verified mix designs older than 12 months from the original verification date with a certification from the Contractor that the materials and sources are the same as those shown on the original mix design. Commercial Evaluation Approval of a mix design for “Commercial Evaluation” will be based on a review of the Contractor’s submittal of WSDOT Form 350-042 (For commercial mixes, AASHTO T 324 evaluation is not required) or a Mix Design from the current WSDOT QPL or from one of the processes allowed by this section. Testing of the HMA by the Contracting Agency for mix design approval is not required. For the Bid Item Commercial HMA, the Contractor shall select a class of HMA and design level of Equivalent Single Axle Loads (ESAL’s) appropriate for the required use. 5-04.2(2)B Using Warm Mix Asphalt Processes The Contractor may elect to use additives that reduce the optimum mixing temperature or serve as a compaction aid for producing HMA. Additives include organic additives, chemical additives, and foaming processes. The use of Additives is subject to the following: • Do not use additives that reduce the mixing temperature more than allowed in Section 5- 04.3(6) in the production of mixtures. • Before using additives, obtain the Engineer’s approval using WSDOT Form 350-076 to describe the proposed additive and process. 11/12/2020 138 5-04.3 Construction Requirements 5-04.3(1) Weather Limitations Do not place HMA for wearing course on any Traveled Way beginning October 1st through March 31st of the following year without written concurrence from the Engineer. Do not place HMA on any wet surface, or when the average surface temperatures are less than those specified below, or when weather conditions otherwise prevent the proper handling or finishing of the HMA. Minimum Surface Temperature for Paving Compacted Thickness (Feet) Wearing Course Other Courses Less than 0.10 55◦F 45◦F 0.10 to .20 45◦F 35◦F More than 0.20 35◦F 35◦F 5-04.3(2) Paving Under Traffic When the Roadway being paved is open to traffic, the requirements of this Section shall apply. The Contractor shall keep intersections open to traffic at all times except when paving the intersection or paving across the intersection. During such time, and provided that there has been an advance warning to the public, the intersection may be closed for the minimum time required to place and compact the mixture. In hot weather, the Engineer may require the application of water to the pavement to accelerate the finish rolling of the pavement and to shorten the time required before reopening to traffic. Before closing an intersection, advance warning signs shall be placed, and signs shall also be placed marking the detour or alternate route. During paving operations, temporary pavement markings shall be maintained throughout the project. Temporary pavement markings shall be installed on the Roadway prior to opening to traffic. Temporary pavement markings shall be in accordance with Section 8-23. All costs in connection with performing the Work in accordance with these requirements shall be included in the unit Contract prices for the various Bid items involved in the Contract. 11/12/2020 139 5-04.3(3) Equipment 5-04.3(3)A Mixing Plant Plants used for the preparation of HMA shall conform to the following requirements: 1. Equipment for Preparation of Asphalt Binder – Tanks for the storage of asphalt binder shall be equipped to heat and hold the material at the required temperatures. The heating shall be accomplished by steam coils, electricity, or other approved means so that no flame shall be in contact with the storage tank. The circulating system for the asphalt binder shall be designed to ensure proper and continuous circulation during the operating period. A valve for the purpose of sampling the asphalt binder shall be placed in either the storage tank or in the supply line to the mixer. 2. Thermometric Equipment – An armored thermometer, capable of detecting temperature ranges expected in the HMA mix, shall be fixed in the asphalt binder feed line at a location near the charging valve at the mixer unit. The thermometer location shall be convenient and safe for access by Inspectors. The plant shall also be equipped with an approved dial-scale thermometer, a mercury actuated thermometer, an electric pyrometer, or another approved thermometric instrument placed at the discharge chute of the drier to automatically register or indicate the temperature of the heated aggregates. This device shall be in full view of the plant operator. 3. Heating of Asphalt Binder – The temperature of the asphalt binder shall not exceed the maximum recommended by the asphalt binder manufacturer nor shall it be below the minimum temperature required to maintain the asphalt binder in a homogeneous state. The asphalt binder shall be heated in a manner that will avoid local variations in heating. The heating method shall provide a continuous supply of asphalt binder to the mixer at a uniform average temperature with no individual variations exceeding 25°F. Also, when a WMA additive is included in the asphalt binder, the temperature of the asphalt binder shall not exceed the maximum recommended by the manufacturer of the WMA additive. 4. Sampling and Testing of Mineral Materials – The HMA plant shall be equipped with a mechanical sampler for the sampling of the mineral materials. The mechanical sampler shall meet the requirements of Section 1-05.6 for the crushing and screening operation. The Contractor shall provide for the setup and operation of the field-testing facilities of the Contracting Agency as provided for in Section 3-01.2(2). 5. Sampling HMA – The HMA plant shall provide for sampling HMA by one of the following methods: a. A mechanical sampling device attached to the HMA plant. b. Platforms or devices to enable sampling from the hauling vehicle without entering the hauling vehicle. 5-04.3(3)B Hauling Equipment Trucks used for hauling HMA shall have tight, clean, smooth metal beds and shall have a cover of canvas or other suitable material of sufficient size to protect the mixture from adverse weather. 11/12/2020 140 Whenever the weather conditions during the work shift include, or are forecast to include, precipitation or an air temperature less than 45°F or when time from loading to unloading exceeds 30 minutes, the cover shall be securely attached to protect the HMA. The contractor shall provide an environmentally benign means to prevent the HMA mixture from adhering to the hauling equipment. Excess release agent shall be drained prior to filling hauling equipment with HMA. Petroleum derivatives or other coating material that contaminate or alter the characteristics of the HMA shall not be used. For live bed trucks, the conveyer shall be in operation during the process of applying the release agent. 5-04.3(3)C Pavers HMA pavers shall be self-contained, power-propelled units, provided with an internally heated vibratory screed and shall be capable of spreading and finishing courses of HMA plant mix material in lane widths required by the paving section shown in the Plans. The HMA paver shall be in good condition and shall have the most current equipment available from the manufacturer for the prevention of segregation of the HMA mixture installed, in good condition, and in working order. The equipment certification shall list the make, model, and year of the paver and any equipment that has been retrofitted. The screed shall be operated in accordance with the manufacturer’s recommendations and shall effectively produce a finished surface of the required evenness and texture without tearing, shoving, segregating, or gouging the mixture. A copy of the manufacturer’s recommendations shall be provided upon request by the Contracting Agency. Extensions will be allowed provided they produce the same results, including ride, density, and surface texture as obtained by the primary screed. Extensions without augers and an internally heated vibratory screed shall not be used in the Traveled Way. When specified in the Contract, reference lines for vertical control will be required. Lines shall be placed on both outer edges of the Traveled Way of each Roadway. Horizontal control utilizing the reference line will be permitted. The grade and slope for intermediate lanes shall be controlled automatically from reference lines or by means of a mat referencing device and a slope control device. When the finish of the grade prepared for paving is superior to the established tolerances and when, in the opinion of the Engineer, further improvement to the line, grade, cross-section, and smoothness can best be achieved without the use of the reference line, a mat referencing device may be substituted for the reference line. Substitution of the device will be subject to the continued approval of the Engineer. A joint matcher may be used subject to the approval of the Engineer. The reference line may be removed after the completion of the first course of HMA when approved by the Engineer. Whenever the Engineer determines that any of these methods are failing to provide the necessary vertical control, the reference lines will be reinstalled by the Contractor. The Contractor shall furnish and install all pins, brackets, tensioning devices, wire, and accessories necessary for satisfactory operation of the automatic control equipment. If the paving machine in use is not providing the required finish, the Engineer may suspend Work as allowed by Section 1-08.6. Any cleaning or solvent type liquids spilled on the pavement shall be thoroughly removed before paving proceeds. 11/12/2020 141 5-04.3(3)D Material Transfer Device or Material Transfer Vehicle A Material Transfer Device/Vehicle (MTD/V) shall only be used with the Engineer’s approval, unless 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. 4. Shall mix the HMA sufficiently to obtain a uniform temperature throughout the mixture. 5-04.3(3)E Rollers Rollers shall be of the steel wheel, vibratory, oscilatory, or pneumatic tire type, in good condition and capable of reversing without backlash. Operation of the roller shall be in accordance with the manufacturer’s recommendations. When ordered by the Engineer for any roller planned for use on the project, the Contractor shall provide a copy of the manufacturer’s recommendation for the use of that roller for compaction of HMA. The number and weight of rollers shall be sufficient to compact the mixture in compliance with the requirements of Section 5-04.3(10). The use of equipment that results in crushing of the aggregate will not be permitted. Rollers producing pickup, washboard, uneven compaction of the surface, displacement of the mixture or other undesirable results shall not be used. 5-04.3(4) Preparation of Existing Paved Surfaces When the surface of the existing pavement or old base is irregular, the Contractor shall bring it to a uniform grade and cross-section as shown on the Plans or approved by the Engineer. Pre-leveling of uneven or broken surfaces over which HMA is to be placed may be accomplished by 11/12/2020 142 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 applied to cover the existing pavement with a thin film of residual asphalt free of streaks and bare spots at a rate between 0.02 and 0.10 gallons per square yard of retained asphalt. The rate of application shall be approved by the Engineer. A heavy application of tack coat shall be applied to all joints. For Roadways open to traffic, the application of tack coat shall be limited to surfaces that will be paved during the same working shift. The spreading equipment shall be equipped with a thermometer to indicate the temperature of the tack coat material. Equipment shall not operate on tacked surfaces until the tack has broken and cured. If the Contractor’s operation damages the tack coat it shall be repaired prior to placement of the HMA. The tack coat shall be CSS-1, or CSS-1h emulsified asphalt. The CSS-1 and CSS-1h emulsified asphalt may be diluted once with water at a rate not to exceed one-part water to one-part emulsified asphalt. The tack coat shall have sufficient temperature such that it may be applied uniformly at the specified rate of application and shall not exceed the maximum temperature recommended by the emulsified asphalt manufacturer. 5-04.3(4)A Crack Sealing 5-04.3(4)A1 General When the Proposal includes a pay item for crack sealing, seal all cracks ¼ inch in width and greater. Cleaning: Ensure that cracks are thoroughly clean, dry, and free of all loose and foreign material when filling with crack sealant material. Use a hot compressed air lance to dry and warm the pavement surfaces within the crack immediately prior to filling a crack with the sealant material. Do not overheat pavement. Do not use direct flame dryers. Routing cracks is not required. Sand Slurry: For cracks that are to be filled with sand slurry, thoroughly mix the components, and pour the mixture into the cracks until full. Add additional CSS-1 cationic emulsified asphalt to the sand slurry as needed for workability to ensure the mixture will completely fill the cracks. Strike off the sand slurry flush with the existing pavement surface and allow the mixture to cure. Top off cracks that were not completely filled with additional sand slurry. Do not place the HMA overlay until the slurry has fully 11/12/2020 143 cured. The sand slurry shall consist of approximately 20 percent CSS-1 emulsified asphalt, approximately 2 percent Portland cement, water (if required), and the remainder clean Class 1 or 2 fine aggregate per section 9-03.1(2). The components shall be thoroughly mixed and then poured into the cracks and joints until full. The following day, any cracks or joints that are not completely filled shall be topped off with additional sand slurry. After the sand slurry is placed, the filler shall be struck off flush with the existing pavement surface and allowed to cure. The HMA overlay shall not be placed until the slurry has fully cured. The requirements of Section 1-06 will not apply to the Portland cement and sand used in the sand slurry. In areas where HMA will be placed, use sand slurry to fill the cracks. In areas where HMA will not be placed, fill the cracks as follows: 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)B Vacant 5-04.3(4)C Pavement Repair The Contractor shall excavate pavement repair areas and shall backfill these with HMA in accordance with the details shown in the Plans and as marked in the field. The Contractor shall conduct the excavation operations in a manner that will protect the pavement that is to remain. Pavement not designated to be removed that is damaged as a result of the Contractor’s operations shall be repaired by the Contractor to the satisfaction of the Engineer at no cost to the Contracting Agency. The Contractor shall excavate only within one lane at a time unless approved otherwise by the Engineer. 11/12/2020 144 The Contractor shall not excavate more area than can be completely finished during the same shift, unless approved by the Engineer. Unless otherwise shown in the Plans or determined by the Engineer, excavate to a depth of 1.0 feet. The Engineer will make the final determination of the excavation depth required. The minimum width of any pavement repair area shall be 40 inches unless shown otherwise in the Plans. Before any excavation, the existing pavement shall be sawcut or shall be removed by a pavement grinder. Excavated materials will become the property of the Contractor and shall be disposed of in a Contractor-provided site off the Right of Way or used in accordance with Sections 2-02.3(3) or 9-03.21. Asphalt for tack coat shall be required as specified in Section 5-04.3(4). A heavy application of tack coat shall be applied to all surfaces of existing pavement in the pavement repair area. Placement of the HMA backfill shall be accomplished in lifts not to exceed 0.35-foot compacted depth. Lifts that exceed 0.35-foot of compacted depth may be accomplished with the approval of the Engineer. Each lift shall be thoroughly compacted by a mechanical tamper or a roller. 5-04.3(5) Producing/Stockpiling Aggregates and RAP Aggregates and RAP shall be stockpiled according to the requirements of Section 3-02. Sufficient storage space shall be provided for each size of aggregate and RAP. Materials shall be removed from stockpile(s) in a manner to ensure minimal segregation when being moved to the HMA plant for processing into the final mixture. Different aggregate sizes shall be kept separated until they have been delivered to the HMA plant. 5-04.3(5)A Vacant 5-04.3(6) Mixing After the required amount of mineral materials, asphalt binder, recycling agent and anti-stripping additives have been introduced into the mixer the HMA shall be mixed until complete and uniform coating of the particles and thorough distribution of the asphalt binder throughout the mineral materials is ensured. When discharged, the temperature of the HMA shall not exceed the optimum mixing temperature by more than 25°F as shown on the reference mix design report or as approved by the Engineer. Also, when a WMA additive is included in the manufacture of HMA, the discharge temperature of the HMA shall not exceed the maximum recommended by the manufacturer of the WMA additive. A maximum water content of 2 percent in the mix, at discharge, will be allowed providing the water causes no problems with handling, stripping, or flushing. If the water in the HMA causes any of these problems, the moisture content shall be reduced as directed by the Engineer. Storing or holding of the HMA in approved storage facilities will be permitted with approval of the Engineer, but in no event shall the HMA be held for more than 24 hours. HMA held for more than 24 hours after mixing shall be rejected. Rejected HMA shall be disposed of by the Contractor at no expense to the Contracting Agency. The storage facility shall have an accessible device located at the top of the cone or about the third point. The device shall indicate the amount of material in storage. No HMA shall be accepted from the storage facility when the HMA in storage is below the top of the cone of the storage facility, except as the storage facility is being emptied at the end of the 11/12/2020 145 working shift. Recycled asphalt pavement (RAP) utilized in the production of HMA shall be sized prior to entering the mixer so that a uniform and thoroughly mixed HMA is produced. If there is evidence of the recycled asphalt pavement not breaking down during the heating and mixing of the HMA, the Contractor shall immediately suspend the use of the RAP until changes have been approved by the Engineer. After the required amount of mineral materials, RAP, new asphalt binder and asphalt rejuvenator have been introduced into the mixer the HMA shall be mixed until complete and uniform coating of the particles and thorough distribution of the asphalt binder throughout the mineral materials, and RAP is ensured. 5-04.3(7) Spreading and Finishing The mixture shall be laid upon an approved surface, spread, and struck off to the grade and elevation established. HMA pavers complying with Section 5-04.3(3) shall be used to distribute the mixture. Unless otherwise directed by the Engineer, the nominal compacted depth of any layer of any course shall not exceed the following: HMA Class 1” 0.35 feet HMA Class ¾” and HMA Class ½” wearing course 0.30 feet other courses 0.35 feet HMA Class ⅜” 0.15 feet On areas where irregularities or unavoidable obstacles make the use of mechanical spreading and finishing equipment impractical, the paving may be done with other equipment or by hand. When more than one JMF is being utilized to produce HMA, the material produced for each JMF shall be placed by separate spreading and compacting equipment. The intermingling of HMA produced from more than one JMF is prohibited. Each strip of HMA placed during a work shift shall conform to a single JMF established for the class of HMA specified unless there is a need to make an adjustment in the JMF. 5-04.3(8) Aggregate Acceptance Prior to Incorporation in HMA For HMA accepted by nonstatistical evaluation the aggregate properties of sand equivalent, uncompacted void content and fracture will be evaluated in accordance with Section 3-04. Sampling and testing of aggregates for HMA accepted by commercial evaluation will be at the option of the Engineer. 5-04.3(9) HMA Mixture Acceptance Acceptance of HMA shall be as provided under nonstatistical, or commercial evaluation. Nonstatistical evaluation will be used for the acceptance of HMA unless Commercial Evaluation is specified. Commercial evaluation will be used for Commercial HMA and for other classes of HMA in the following applications: sidewalks, road approaches, ditches, slopes, paths, trails, gores, prelevel, temporary pavement, and pavement repair. Other nonstructural applications of HMA accepted by commercial 11/12/2020 146 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. 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 11/12/2020 147 considered if the change produces material of equal or better quality and may require the development of a new mix design if the adjustment exceeds the amounts listed below. a. Aggregates –2 percent for the aggregate passing the 1½″, 1″, ¾″, ½″, ⅜″, and the No. 4 sieves, 1 percent for aggregate passing the No. 8 sieve, and 0.5 percent for the aggregate passing the No. 200 sieve. The adjusted JMF shall be within the range of the control points in Section 9-03.8(6). b. Asphalt Binder Content – The Engineer may order or approve changes to asphalt binder content. The maximum adjustment from the approved mix design for the asphalt binder content shall be 0.3 percent 5-04.3(9)A Vacant 5-04.3(9)B Vacant 5-04.3(9)C Mixture Acceptance – Nonstatistical Evaluation HMA mixture which is accepted by Nonstatistical Evaluation will be evaluated by the Contracting Agency by dividing the HMA tonnage into lots. 5-04.3(9)C1 Mixture Nonstatistical Evaluation – Lots and Sublots A lot is represented by randomly selected samples of the same mix design that will be tested for acceptance. A lot is defined as the total quantity of material or work produced for each Job Mix Formula placed. Only one lot per JMF is expected. A sublot shall be equal to one day’s production or 800 tons, whichever is less except that the final sublot will be a minimum of 400 tons and may be increased to 1200 tons. All of the test results obtained from the acceptance samples from a given lot shall be evaluated collectively. If the Contractor requests a change to the JMF that is approved, the material produced after the change will be evaluated on the basis of the new JMF for the remaining sublots in the current lot and for acceptance of subsequent lots. For a lot in progress with a CPF less than 0.75, a new lot will begin at the Contractor’s request after the Engineer is satisfied that material conforming to the Specifications can be produced. Sampling and testing for evaluation shall be performed on the frequency of one sample per sublot. 5-04.3(9)C2 Mixture Nonstatistical Evaluation Sampling Samples for acceptance testing shall be obtained by the Contractor when ordered by the Engineer. The Contractor shall sample the HMA mixture in the presence of the Engineer and in accordance with AASH-TO T 168. A minimum of three samples should be taken for each class of HMA placed on a project. If used in a structural application, at least one of the three samples shall 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 11/12/2020 148 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 Air Voids (Va) (where applicable) 20 Each lot of HMA produced under Nonstatistical Evaluation and having all constituents falling within the tolerance limits of the job mix formula shall be accepted at the unit Contract price with no further evaluation. When one or more constituents fall outside the nonstatistical tolerance limits in the Job Mix Formula shown in Table of Price Adjustment Factors, the lot shall be evaluated in accordance with Section 1-06.2 to determine the appropriate CPF. The nonstatistical tolerance limits will be used in the calculation of the CPF and the maximum CPF shall be 1.00. When less than three sublots exist, backup 11/12/2020 149 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 If sampled and tested, HMA produced under Commercial Evaluation and having all constituents falling within the tolerance limits of the job mix formula shall be accepted at the unit Contract price with no further evaluation. When one or more constituents fall outside the commercial tolerance limits in the Job Mix Formula shown in 5-04.3(9), the lot shall be evaluated in accordance with Section 1-06.2 to determine the appropriate CPF. The commercial tolerance limits will be used in the calculation of the CPF and the maximum CPF shall be 1.00. When less than three sublots exist, backup samples of the existing sublots or samples from the street shall be tested to provide a minimum of three sets of results for evaluation. For each lot of HMA mix produced and tested under Commercial Evaluation when the calculated CPF is less than 1.00, a Nonconforming Mix Factor (NCMF) will be determined. The NCMF equals the algebraic difference of CPF minus 1.00 multiplied by 60 percent. The Job Mix Compliance Price Adjustment will be calculated as the product of the NCMF, the quantity of HMA in the lot in tons, and the unit Contract price per ton of mix. If a constituent is not measured in accordance with these Specifications, its individual pay factor will be considered 1.00 in calculating the Composite Pay Factor (CPF). 11/12/2020 150 5-04.3(10) HMA Compaction Acceptance HMA mixture accepted by nonstatistical evaluation that is used in traffic lanes, including lanes for intersections, ramps, truck climbing, weaving, and speed change, and having a specified compacted course thickness greater than 0.10-foot, shall be compacted to a specified level of relative density. The specified level of relative density shall be a Composite Pay Factor (CPF) of not less than 0.75 when evaluated in accordance with Section 1-06.2, using an LSL of 92.0 (minimum of 92 percent of the maximum density). The maximum density shall be determined by WSDOT FOP for AASHTO T 729. The specified level of density attained will be determined by the evaluation of the density of the pavement. The density of the pavement shall be determined in accordance with WSDOT FOP for WAQTC TM 8, except that gauge correlation will be at the discretion of the Engineer, when using the nuclear density gauge and WSDOT SOP 736 when using cores to determine density. Tests for the determination of the pavement density will be taken in accordance with the required procedures for measurement by a nuclear density gauge or roadway cores after completion of the finish rolling. If the Contracting Agency uses a nuclear density gauge to determine density the test procedures FOP for WAQTC TM 8 and WSDOT SOP T 729 will be used on the day the mix is placed and prior to opening to traffic. Roadway cores for density may be obtained by either the Contracting Agency or the Contractor in accordance with WSDOT SOP 734. The core diameter shall be 4-inches minimum, unless otherwise approved by the Engineer. Roadway cores will be tested by the Contracting Agency in accordance with WSDOT FOP for AASHTO T 166. If the Contract includes the Bid item “Roadway Core” the cores shall be obtained by the Contractor in the presence of the Engineer on the same day the mix is placed and at locations designated by the Engineer. If the Contract does not include the Bid item “Roadway Core” the Contracting Agency will obtain the cores. For a lot in progress with a CPF less than 0.75, a new lot will begin at the Contractor’s request after the Engineer is satisfied that material conforming to the Specifications can be produced. HMA mixture accepted by commercial evaluation and HMA constructed under conditions other than those listed above shall be compacted on the basis of a test point evaluation of the compaction train. The test point evaluation shall be performed in accordance with instructions from the Engineer. The number of passes with an approved compaction train, required to attain the maximum test point density, shall be used on all subsequent paving. HMA for preleveling shall be thoroughly compacted. HMA that is used for preleveling wheel rutting shall be compacted with a pneumatic tire roller unless otherwise approved by the Engineer. Test Results For a sublot that has been tested with a nuclear density gauge that did not meet the minimum of 92 percent of the reference maximum density in a compaction lot with a CPF below 1.00 and thus subject to a price reduction or rejection, the Contractor may request that a core be used for determination of the relative density of the sublot. The relative density of the core will replace the relative density determined by the nuclear density gauge for the sublot and will be used for calculation of the CPF and 11/12/2020 151 acceptance of HMA compaction lot. When cores are taken by the Contracting Agency at the request of the Contractor, they shall be requested by noon of the next workday after the test results for the sublot have been provided or made available to the Contractor. Core locations shall be outside of wheel paths and as determined by the Engineer. Traffic control shall be provided by the Contractor as requested by the Engineer. Failure by the Contractor to provide the requested traffic control will result in forfeiture of the request for cores. When the CPF for the lot based on the results of the HMA cores is less than 1.00, the cost for the coring will be deducted from any monies due or that may become due the Contractor under the Contract at the rate of $200 per core and the Contractor shall pay for the cost of the traffic control. 5-04.3(10)A HMA Compaction – General Compaction Requirements Compaction shall take place when the mixture is in the proper condition so that no undue displacement, cracking, or shoving occurs. Areas inaccessible to large compaction equipment shall be compacted by other mechanical means. Any HMA that becomes loose, broken, contaminated, shows an excess or deficiency of asphalt, or is in any way defective, shall be removed and replaced with new hot mix that shall be immediately compacted to conform to the surrounding area. The type of rollers to be used and their relative position in the compaction sequence shall generally be the Contractor’s option, provided the specified densities are attained. Unless the Engineer has approved otherwise, rollers shall only be operated in the static mode when the internal temperature of the mix is less than 175°F. Regardless of mix temperature, a roller shall not be operated in a mode that results in checking or cracking of the mat. Rollers shall only be operated in static mode on bridge decks. 5-04.3(10)B HMA Compaction – Cyclic Density Low cyclic density areas are defined as spots or streaks in the pavement that are less than 90 percent of the theoretical maximum density. At the Engineer’s discretion, the Engineer may evaluate the HMA pavement for low cyclic density, and when doing so will follow WSDOT SOP 733. A $500 Cyclic Density Price Adjustment will be assessed for any 500-foot section with two or more density readings below 90 percent of the theoretical maximum density. 5-04.3(10)C Vacant 5-04.3(10)D HMA Nonstatistical Compaction 5-04.3(10)D1 HMA Nonstatistical Compaction – Lots and Sublots HMA compaction which is accepted by nonstatistical evaluation will be based on acceptance testing performed by the Contracting Agency dividing the project into compaction lots. A lot is represented by randomly selected samples of the same mix design that will be tested for acceptance. A lot is defined as the total quantity of material or work produced for each Job Mix Formula placed. Only one lot per JMF is expected. A sublot shall be equal to one day’s production or 400 tons, whichever is less except that the final sublot will be a minimum of 200 tons and may be increased to 800 tons. Testing for compaction will be at the rate of 5 tests per sublot per WSDOT T 11/12/2020 152 738. The sublot locations within each density lot will be determined by the Engineer. For a lot in progress with a CPF less than 0.75, a new lot will begin at the Contractor’s request after the Engineer is satisfied that material conforming to the Specifications can be produced. HMA mixture accepted by commercial evaluation and HMA constructed under conditions other than those listed above shall be compacted on the basis of a test point evaluation of the compaction train. The test point evaluation shall be performed in accordance with instructions from the Engineer. The number of passes with an approved compaction train, required to attain the maximum test point density, shall be used on all subsequent paving. HMA for preleveling shall be thoroughly compacted. HMA that is used to prelevel wheel ruts shall be compacted with a pneumatic tire roller unless otherwise approved by the Engineer. 5-04.3(10)D2 HMA Compaction Nonstatistical Evaluation – Acceptance Testing The location of the HMA compaction acceptance tests will be randomly selected by the Engineer from within each sublot, with one test per sublot. 5-04.3(10)D3 HMA Nonstatistical Compaction – Price Adjustments For each compaction lot with one or two sublots, having all sublots attain a relative density that is 92 percent of the reference maximum density the HMA shall be accepted at the unit Contract price with no further evaluation. When a sublot does not attain a relative density that is 92 percent of the reference maximum density, the lot shall be evaluated in accordance with Section 1-06.2 to determine the appropriate CPF. The maximum CPF shall be 1.00, however, lots with a calculated CPF in excess of 1.00 will be used to offset lots with CPF values below 1.00 but greater than 0.90. Lots with CPF lower than 0.90 will be evaluated for compliance per 5-04.3(11). Additional testing by either a nuclear moisture-density gauge or cores will be completed as required to provide a minimum of three tests for evaluation. For compaction below the required 92% a Non-Conforming Compaction Factor (NCCF) will be determined. The NCCF equals the algebraic difference of CPF minus 1.00 multiplied by 40 percent. The Compaction Price Adjustment will be calculated as the product of CPF, the quantity of HMA in the compaction control lot in tons, and the unit Contract price per ton of mix. 5-04.3(11) Reject Work 5-04.3(11)A Reject Work General Work that is defective or does not conform to Contract requirements shall be rejected. The Contractor may propose, in writing, alternatives to removal and replacement of rejected material. Acceptability of such alternative proposals will be determined at the sole discretion of the Engineer. HMA that has been rejected is subject to the requirements in Section 1-06.2(2) and this specification, and the Contractor shall submit a corrective action proposal to the Engineer for approval. 11/12/2020 153 5-04.3(11)B Rejection by Contractor The Contractor may, prior to sampling, elect to remove any defective material and replace it with new material. Any such new material will be sampled, tested, and evaluated for acceptance. 5-04.3(11)C Rejection Without Testing (Mixture or Compaction) The Engineer may, without sampling, reject any batch, load, or section of Roadway that appears defective. Material rejected before placement shall not be incorporated into the pavement. Any rejected section of Roadway shall be removed. No payment will be made for the rejected materials or the removal of the materials unless the Contractor requests that the rejected material be tested. If the Contractor elects to have the rejected material tested, a minimum of three representative samples will be obtained and tested. Acceptance of rejected material will be based on conformance with the nonstatistical acceptance Specification. If the CPF for the rejected material is less than 0.75, no payment will be made for the rejected material; in addition, the cost of sampling and testing shall be borne by the Contractor. If the CPF is greater than or equal to 0.75, the cost of sampling and testing will be borne by the Contracting Agency. If the material is rejected before placement and the CPF is greater than or equal to 0.75, compensation for the rejected material will be at a CPF of 0.75. If rejection occurs after placement and the CPF is greater than or equal to 0.75, compensation for the rejected material will be at the calculated CPF with an addition of 25 percent of the unit Contract price added for the cost of removal and disposal. 5-04.3(11)D Rejection - A Partial Sublot In addition to the random acceptance sampling and testing, the Engineer may also isolate from a normal sublot any material that is suspected of being defective in relative density, gradation, or asphalt binder content. Such isolated material will not include an original sample location. A minimum of three random samples of the suspect material will be obtained and tested. The material will then be statistically evaluated as an independent lot in accordance with Section 1-06.2(2). 5-04.3(11)E Rejection - An Entire Sublot An entire sublot that is suspected of being defective may be rejected. When a sublot is rejected a minimum of two additional random samples from this sublot will be obtained. These additional samples and the original sublot will be evaluated as an independent lot in accordance with Section 1- 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. 11/12/2020 154 5-04.3(11)G Rejection - An Entire Lot (Mixture or Compaction) An entire lot with a CPF of less than 0.75 will be rejected. 5-04.3(12) Joints 5-04.3(12)A HMA Joints 5-04.3(12)A1 Transverse Joints The Contractor shall conduct operations such that the placing of the top or wearing course is a continuous operation or as close to continuous as possible. Unscheduled transverse joints will be allowed and the roller may pass over the unprotected end of the freshly laid mixture only when the placement of the course must be discontinued for such a length of time that the mixture will cool below compaction temperature. When the Work is resumed, the previously compacted mixture shall be cut back to produce a slightly beveled edge for the full thickness of the course. A temporary wedge of HMA constructed on a 20H:1V shall be constructed where a transverse joint as a result of paving or planing is open to traffic. The HMA in the temporary wedge shall be separated from the permanent HMA by strips of heavy wrapping paper or other methods approved by the Engineer. The wrapping paper shall be removed and the joint trimmed to a slightly beveled edge for the full thickness of the course prior to resumption of paving. The material that is cut away shall be wasted and new mix shall be laid against the cut. Rollers or tamping irons shall be used to seal the joint. 5-04.3(12)A2 Longitudinal Joints The longitudinal joint in any one course shall be offset from the course immediately below by not more than 6 inches nor less than 2 inches. All longitudinal joints constructed in the wearing course shall be located at a lane line or an edge line of the Traveled Way. A notched wedge joint shall be constructed along all longitudinal joints in the wearing surface of new HMA unless otherwise approved by the Engineer. The notched wedge joint shall have a vertical edge of not less than the maximum aggregate size or more than ½ of the compacted lift thickness and then taper down on a slope not steeper than 4H:1V. The sloped portion of the HMA notched wedge joint shall be uniformly compacted. 5-04.3(12)B Bridge Paving Joint Seals 5-04.3(12)B1 HMA Sawcut and Seal Prior to placing HMA on the bridge deck, establish sawcut alignment points at both ends of the bridge paving joint seals to be placed at the bridge ends, and at interior joints within the bridge deck when and where shown in the Plans. Establish the sawcut alignment points in a manner that they remain functional for use in aligning the sawcut after placing the overlay. Submit a Type 1 Working Drawing consisting of the sealant manufacturer’s application procedure. Construct the bridge paving joint seal as specified ion the Plans and in accordance with the detail 11/12/2020 155 shown in the Standard Plans. Construct the sawcut in accordance with the detail shown in the Standard Plan. Con-struct the sawcut in accordance with Section 5-05.3(8)B and the manufacturer’s application procedure. 5-04.3(12)B2 Paved Panel Joint Seal Construct the paved panel joint seal in accordance with the requirements specified in section 5- 04.3(12)B1 and the following requirement: 1. Clean and seal the existing joint between concrete panels in accordance with Section 5-01.3(8) and the details shown in the Standard Plans. 5-04.3(13) Surface Smoothness The completed surface of all courses shall be of uniform texture, smooth, uniform as to crown and grade, and free from defects of all kinds. The completed surface of the wearing course shall not vary more than ⅛-inch from the lower edge of a 10-foot straightedge placed on the surface parallel to the centerline. The transverse slope of the completed surface of the wearing course shall vary not more than ¼-inch in 10 feet from the rate of transverse slope shown in the Plans. When deviations in excess of the above tolerances are found that result from a high place in the HMA, the pavement surface shall be corrected by one of the following methods: 1. Removal of material from high places by grinding with an approved grinding machine, or 2. Removal and replacement of the wearing course of HMA, or 3. By other method approved by the Engineer. Correction of defects shall be carried out until there are no deviations anywhere greater than the allowable tolerances. Deviations in excess of the above tolerances that result from a low place in the HMA and deviations resulting from a high place where corrective action, in the opinion of the Engineer, will not produce satisfactory results will be accepted with a price adjustment. The Engineer shall deduct from monies due or that may become due to the Contractor the sum of $500.00 for each and every section of single traffic lane 100 feet in length in which any excessive deviations described above are found. When utility appurtenances such as manhole covers and valve boxes are located in the traveled way, the utility appurtenances shall be adjusted to the finished grade prior to paving. This requirement may be waived when requested by the Contractor, at the discretion of the Engineer or when the adjustment details provided in the project plan or specifications call for utility appurtenance adjustments after the completion of paving. Utility appurtenance adjustment discussions will be included in the Pre-Paving planning (5- 04.3(14)B3). Submit a written request to waive this requirement to the Engineer prior to the start of paving. 5-04.3(14) Planing (Milling) Bituminous Pavement The planing plan must be approved by the Engineer and a pre-planing meeting must be held prior to 11/12/2020 156 the start of any planing. See Section 5-04.3(14)B2 for information on planing submittals. Locations of existing surfacing to be planed are as shown in the Drawings. Where planing an existing pavement is specified in the Contract, the Contractor must remove existing surfacing material and to reshape the surface to remove irregularities. The finished product must be a prepared surface acceptable for receiving an HMA overlay. Use the cold milling method for planing unless otherwise specified in the Contract. Do not use the planer on the final wearing course of new HMA. Conduct planing operations in a manner that does not tear, break, burn, or otherwise damage the surface which is to remain. The finished planed surface must be slightly grooved or roughened and must be free from gouges, deep grooves, ridges, or other imperfections. The Contractor must repair any damage to the 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 specified by the Engineer. A tapered wedge cut must also be made at transitions to adjoining pavement surfaces (meet lines) where butt joints are shown on the Drawings. Cut butt joints in a straight line with vertical faces 2 inches or more in height, producing a smooth transition to the existing adjoining pavement. After planing is complete, planed surfaces must be swept, cleaned, and if required by the Contract, patched and preleveled. The Engineer may direct additional depth planing. Before performing this additional depth planing, the Contractor must conduct a hidden metal in pavement detection survey as specified in Section 5- 04.3(14)A. 5-04.3(14)A Pre-Planing Metal Detection Check Before starting planing of pavements, and before any additional depth planing required by the Engineer, the Contractor must conduct a physical survey of existing pavement to be planed with equipment that can identify hidden metal objects. Should such metal be identified, promptly notify the Engineer. See Section 1-07.16(1) regarding the protection of survey monumentation that may be hidden in pavement. The Contractor is solely responsible for any damage to equipment resulting from the Contractor’s failure to conduct a pre-planing metal detection survey, or from the Contractor’s failure to notify the Engineer of any hidden metal that is detected. 11/12/2020 157 5-04.3(14)B Paving and Planing Under Traffic 5-04.3(14)B1 General In addition, the requirements of Section 1-07.23 and the traffic controls required in Section 1-10, and unless the Contract specifies otherwise or the Engineer approves, the Contractor must comply with the following: 1. Intersections: a. Keep intersections open to traffic at all times, except when paving or planing operations through an intersection requires closure. Such closure must be kept to the minimum time required to place and compact the HMA mixture, or plane as appropriate. For paving, schedule such closure to individual lanes or portions thereof that allows the traffic volumes and schedule of traffic volumes required in the approved traffic control plan. Schedule work so that adjacent intersections are not impacted at the same time and comply with the traffic control restrictions required by the Traffic Engineer. Each individual intersection closure, or partial closure, must be addressed in the traffic control plan, which must be submitted to and accepted by the Engineer, see Section 1-10.2(2). b. When planing or paving and related construction must occur in an intersection, consider scheduling and sequencing such work into quarters of the intersection, or half or more of an intersection with side street detours. Be prepared to sequence the work to individual lanes or portions thereof. c. Should closure of the intersection in its entirety be necessary, and no trolley service is impacted, keep such closure to the minimum time required to place and compact the HMA mixture, plane, remove asphalt, tack coat, and as needed. d. Any work in an intersection requires advance warning in both signage and a number of Working Days advance notice as determined by the Engineer, to alert traffic and emergency services of the intersection closure or partial closure. e. Allow new compacted HMA asphalt to cool to ambient temperature before any traffic is allowed on it. Traffic is not allowed on newly placed asphalt until approval has been obtained from the Engineer. 2. Temporary centerline marking, post-paving temporary marking, temporary stop bars, and maintaining temporary pavement marking must comply with Section 8-23. 3. Permanent pavement marking must comply with Section 8-22. 5-04.3(14)B2 Submittals – Planing Plan and HMA Paving Plan The Contractor must submit a separate planing plan and a separate paving plan to the Engineer at least 5 Working Days in advance of each operation’s activity start date. These plans must show how the moving operation and traffic control are coordinated, as they will be discussed at the pre-planing briefing and pre-paving briefing. When requested by the Engineer, the Contractor must provide each operation’s traffic control plan on 24 x 36 inch or larger size Shop Drawings with a scale showing both the area of operation and sufficient detail of traffic beyond the area of operation where detour traffic may be required. The scale on the Shop Drawings is 1 inch = 20 feet, which may be changed if the Engineer agrees sufficient detail is shown. 11/12/2020 158 The planing operation and the paving operation include, but are not limited to, metal detection, removal of asphalt and temporary asphalt of any kind, tack coat and drying, staging of supply trucks, paving trains, rolling, scheduling, and as may be discussed at the briefing. When intersections will be partially or totally blocked, provide adequately sized and noticeable signage alerting traffic of closures to come, a minimum 2 Working Days in advance. The traffic control plan must show where peace officers will be stationed when signalization is or may be, countermanded, and show areas where flaggers are proposed. At a minimum, the planing and the paving plan must include: 1. A copy of the accepted traffic control plan, see Section 1-10.2(2), detailing each day’s traffic control as it relates to the specific requirements of that day’s planing and paving. Briefly describe the se-quencing of traffic control consistent with the proposed planing and paving sequence, and scheduling of placement of temporary pavement markings and channelizing devices after each day’s planing, and paving. 2. A copy of each intersection’s traffic control plan. 3. Haul routes from Supplier facilities, and locations of temporary parking and staging areas, including return routes. Describe the complete round trip as it relates to the sequencing of paving operations. 4. Names and locations of HMA Supplier facilities to be used. 5. List of all equipment to be used for paving. 6. List of personnel and associated job classification assigned to each piece of paving equipment. 7. Description (geometric or narrative) of the scheduled sequence of planing and of paving, and intended area of planing and of paving for each day’s work, must include the directions of proposed planing and of proposed paving, sequence of adjacent lane paving, sequence of skipped lane paving, intersection planing and paving scheduling and sequencing, and proposed notifications and coordination to be timely made. The plan must show HMA joints relative to the final pavement marking lane lines. 8. Names, job titles, and contact information for field, office, and plant supervisory personnel. 9. A copy of the approved Mix Designs. 10. Tonnage of HMA to be placed each day. 11. Approximate times and days for starting and ending daily operations. 5-04.3(14)B3 Pre-Paving and Pre-Planing Briefing At least 2 Working Days before the first paving operation and the first planing operation, or as scheduled by the Engineer for future paving and planing operations to ensure the Contractor has adequately prepared for notifying and coordinating as required in the Contract, the Contractor must be prepared to discuss that day’s operations as they relate to other entities and to public safety and convenience, including driveway and business access, garbage truck operations, Metro transit operations and working around energized overhead wires, school and nursing home and hospital and other accesses, other contractors who may be operating in the area, pedestrian and bicycle traffic, and emergency services. The Contractor, and Subcontractors that may be part of that day’s operations, must meet with the Engineer and discuss the proposed operation as it relates to the submitted planing plan and paving plan, approved traffic control plan, and public convenience and safety. Such discussion includes, but is not limited to: 11/12/2020 159 1. General for both Paving Plan and for Planing Plan: a. The actual times of starting and ending daily operations. b. In intersections, how to break up the intersection, and address traffic control and signalization for that operation, including use of peace officers. c. The sequencing and scheduling of paving operations and of planing operations, as applicable, as it relates to traffic control, to public convenience and safety, and to other 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: 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 Apply a fog seal where shown in the plans. Construct the fog seal in accordance with Section 5-02.3. Unless otherwise approved by the Engineer, apply the fog seal prior to opening to traffic. 5-04.3(16) HMA Road Approaches HMA approaches shall be constructed at the locations shown in the Plans or where staked by the Engineer. The Work shall be performed in accordance with Section 5-04. 11/12/2020 160 5-04.3(17) Temporary Pavement Marking 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 Add New Section 5-04.3(18): (******) 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. 11/12/2020 161 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. 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: 1. There has been damage to the existing asphalt surface due to the contractor's equipment. 2. The trench width was increased significantly, or the existing pavement is undermined or damaged. 3. 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. Shimming and feathering, as required by the Engineer, shall be accomplished by raking out the oversized aggregates from the Class B mix as appropriate. Surface smoothness shall be per Section 5-04.3(13) of the Standard Specifications. The paving shall be corrected by removal and repaving of the trench only. Asphalt patch depths will vary based upon the streets being trenched. 11/12/2020 162 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. 5-05 CEMENT CONCRETE PAVEMENT 5-05.1 Description 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 with the lines, grades, thicknesses, and typical cross sections shown on the Plans. 5-05.2 Materials 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, formulated 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 Streetscape 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 11/12/2020 163 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 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. 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 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. 11/12/2020 164 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. 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. Add New Section 5-05.3(8)E: (******) 5-05.3(8)E Sealing Through Joints 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. 5-06 TEMPORARY RESTORATION IN PAVEMENT AREA Section 5-06 is new Section with subsections: (******) 11/12/2020 165 5-06.1 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. 5-06.2 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. 5-06.3 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 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 between 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. 11/12/2020 166 6-02 CONCRETE STRUCTURES 6-02.1 Description Section 6-02.1 is supplemented with the following: (******) This Work consists of all parts required to shore and install the modifications to the existing box culvert. 6-02.2 Materials Section 6-02.2 is supplemented with the following: (******) Concrete for the foundations shall meet the requirements for Class 4000. The Contractor shall provide a mix design in accordance with Section 6-02.3(2)A. 6-02.3 Construction Requirements Section 6-02.3 is supplemented with the following: 6-02.3(20) Grout for Anchor Bolts and Bridge Bearings Section 6-02.3(20) is supplemented with the following: (******) Materials The grout at the base of the precast concrete risers shall be non-shrink, non-corrosive, non-metallic, cement based Quick Set Grout conforming to ASTM C-1107, Grades B & C. This grout shall be prepackaged grout, mixed, placed and cured as recommended by the manufacturer. The grout shall meet the following requirements: Requirements Test Method Values Min. Compressive Strength: AASHTO C 109 3,500 psi @ 1 days Min. Compressive Strength: AASHTO C 109 6,000 psi @ 3 days The grout shall be a workable mix with flowability suitable for the intended application. 11/12/2020 167 Before placing grout, the concrete on which it is to be placed shall be thoroughly cleaned, roughened, and wetted with water to ensure proper bonding. The grout pad shall be kept continuously wet with water until a strength of 4,000 psi is attained. 6-03 STEEL STRUCTURES 6-03.1 Description Section 6-03.1 is supplemented with the following: (******) This Work includes but is not limited to furnishing, fabricating and installing welded HSS frames, including the post-installed anchorage to the existing concrete surface of an existing box culvert. 6-03.2 Materials Section 6-03.2 is supplemented with the following: (******) Materials shall meet the requirements of the following sections: Structural Sections (Plates, angles channels) ASTM A36, Galvanized Structural Tubes ASTM A500, Grade B, Galvanized Bolts A307, Galvanized per A153 Anchor Rods A36, Galvanized per A153 Nuts & Washers A563, Galvanized per A153 6-03.3 Construction Requirements 6-03.3(7) Shop Plans Section 6-03.3(7) is supplemented with the following: (******) Prior to fabrication of the steel HSS structures, the Contractor shall submit 3 copies of shop drawings of the structure to the Engineer for approval. As a minimum the shop drawings shall include: • Steel material type & member sizes • Finishes • Layout drawings 11/12/2020 168 • Dimensional drawings • Hardware details & specifications 6-03.3(11) Workmanship and Finish Section 6-03.3(1) is supplemented with the following: (******) All steel members, shapes, bolts, and accessories exposed to weather, earth, or moisture shall be hot dip galvanized unless otherwise noted. 6-03.3(25) Welding Section 6-03.3(25) is deleted and replaced with the following: (******) All shop and field welding shall be in accordance with AWS D 1.1. All welding shall be performed by Washington Association of Building Officials (WABO) certified welders. 6-05 PILING 6-05.1 Description Section 6-05.1 is supplemented with the following: (******) This Work consists of furnishing, fabricating and driving steel pipe piles. 6-05.2 Materials Section 6-05.2 is supplemented with the following: (******) Materials shall meet the requirements of the following sections: Structural Sections Pipes Schedule-160, ASTM A53, Grade A, Fy=35 ksi (min), or better Finish – Uncoated 6-05.3(6) Splicing Steel Casings and Steel Piles Section 6-05.3(6) is supplemented with the following: 11/12/2020 169 (******) All piles shall consist of pipe sections, and pipe sections shall be connected with galvanized compression fitted sleeve couplers. Contractor shall provide shop drawings for engineer review and approval. 6-05.3(11) Pile Driving Equipment Section 6-05.3(11) is supplemented with the following: (******) Piles shall be driven to refusal with a minimum 650-lb hydraulic hammer. The driving criteria will be determined based on the actual hammer size selected by the contractor, and a static load test program. At least one 4-inch pile on each side of the culvert should be load tested. All load tests shall be performed in accordance with the procedure outlined in ASTM D1143. The maximum test load shall be 2 times the design load. The objective of the testing program is to verify the adequacy of the driving criteria and the efficiency of the hammer used for the project. The geotechnical engineer-of-record or his/her representative shall provide full time observation of pile installation and testing. 6-05.3(16) Pile Finishes Section 6-03.3(16) is added to include the following: (******) All steel piles shall be uncoated. 11/12/2020 170 7-01 DRAINS 7-01.2 Materials The second paragraph of Section 7-01.2 is revised as follows: (******) Drain pipes may be concrete, zinc coated (galvanized) corrugated iron with Asphalt Treatment I, aluminum coated (aluminized) corrugated iron with Asphalt Treatment I, zinc coated (galvanized) steel with Asphalt Treatment I, corrugated aluminum alloy, polyvinyl chloride (PVC), or corrugated polyethylene (PE) at the option of the Contractor unless the Plans specify the type to be used. 7-01.3 Construction Requirements Section 7-01.3 is revised as follows: (******) The second paragraph is revised as follows: PVC drainpipe shall be jointed with a bell and spigot joint using a flexible elastomeric seal as described in Section 9-04.8. The bell shall be laid upstream. PE or ABS drainpipe shall be jointed with snap-on, screw-on, or wraparound coupling bands as recommended by the manufacturer of the tubing. The sixth paragraph is revised as follows: PVC under drain pipe shall be jointed using either the flexible elastomeric seal as described in Section 904.8 or solvent cement as described in Section 904.9, at the option of the Contractor unless otherwise specified in the Plans. The bell shall be laid upstream. PE or ABS drainage tubing under drain pipe shall be jointed with snap-on, screw-on, or wraparound coupling bands, as recommended by the manufacturer of the tubing. 7-02 CULVERTS 7-02.2 Materials The second paragraph of Section 7-02.2 is revised and supplemented as follows: (******) Where steel or aluminum are referred to in this section in regard to a kind of culvert pipe, pipe arch, 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 905.4 and 905.5. Where plain or reinforced concrete, steel, or aluminum are referred to in Section 7-02 it shall be understood that reference is also made to PVC. 11/12/2020 171 7-04 STORM SEWERS 7-04.2 Materials The first paragraph of Section 7-04.2 is revised as follows: (******) Unless a pipe material is specifically called out on the Plans, materials shall meet the following requirements. Size Pipe Material Allowed Specification 8-36” Polypropylene Storm Sewer Pipe Ductile Iron Storm Sewer Pipe C900 Storm Sewer Pipe (AWWA) 9-05.24(1) 9-05.13 9-30.1(5)A Where bends are specifically called out on the plans, they shall be of the same material and manufacturer as the main pipe and meet the manufacturer’s recommendations. The second paragraph of Section 7-04.2 is supplemented as follows: (******) The Contractor shall require pipe suppliers to furnish certificates signed by their authorized representative, stating the specifications to which the materials or products were manufactured. The Contractor shall provide 2 copies of these certifications to the Engineer for approval. Certificates showing nonconformance with the Contract shall be sufficient evidence for rejection. Approval of certificates shall be considered only as tentative acceptance of the materials and products, and such action by Engineer will not relieve Contractor of his/her responsibility to perform field te sts and to replace or repair faulty materials, equipment, and/or workmanship and Contractor’s own expense. Section 7-04.2 is supplemented with the following: (******) Dense foam shall meet 9-05.52 of these Special Provisions. Direct Pipe Tee Connections: Direct pipe tee connections for use in gravity-flow storm drainage direct connections to pipe shall be by Nyloplast PVC fitting, as manufactured by Nyloplast and shall conform to ASTM D1784. Nyloplast product shall provide a watertight connection which conforms to ASTM D3212 for joints and drain and sewer plastic pipe using flexible elastomeric seals conforming to ASTM F 477. The PVC glue and primer 11/12/2020 172 used in the assembly of components shall conform to ASTM D 2564 and ASTM F 656. 7-04.3(1) Cleaning and Testing 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 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 11/12/2020 173 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 Section 7-04.3(1)G is a new section: (******) Where it is shown on the plans that existing storm sewer pipe is to be abandoned by filling with grout, all abandonment of storm drain lines shall conform to Section 7-17.3(2)I. 7-04.3(2) CCTV Inspection Section 7-04.3(2) is a new added section: (******) All stormdrain 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. 7-04.3(3) Direct Pipe Connections 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 pipe fittings for service connection shall be, at a minimum, of the same material type and compaction level as specified for the mainline pipe installation. 7-04.3(4) Temporary Stormwater Diversion Section 7-04.3(4) is a new added section as follows: 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 11/12/2020 174 has been accepted by the City to receive stormwater flows, and connections are made between the existing and new storm based on scheduling approved by the Engineer. A temporary stormwater diversion shall be capable of bypassing at least the 2-year peak flow during construction. The Contractor shall submit proposed methods for providing the diversions to the Engineer for approval prior to construction. The diversions shall have the least impact on property owners and traffic flow through the site. The diversions shall be installed, operated, and maintained only when needed where the existing storm drain system must be demolished to allow construction of the new system. Where shown on the Plans, Contractor shall time work of bypasses during period of anticipated no or little rain. If bypass pumping is provided, it shall be scheduled for continuous operation with backup equipment available at all times for periods of maintenance and refueling or failure of the primary bypass pump(s) or diversion system. The Contractor shall submit a Temporary Stormwater Diversion Plan in accordance with Section 1- 05. The Contractor’s bypass operation shall be sized to handle, at a minimum, the flow rates in the table specified below 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’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. Any risk associated with sizing the bypass and impacts to construction is borne by the Contractor. Existing Storm Drain Pipe Diameter (in) Minimum Temporary Bypass Flow (gpm) 6 20 8 50 10 80 12 130 15 240 18 400 21 600 24 900 30 1,500 36 2,500 48 5,400 11/12/2020 175 7-05 MANHOLES, INLETS, AND CATCH BASINS 7-05.2 Materials 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 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 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. 11/12/2020 176 In cement concrete pavement: manholes, catch basins, and similar structures shall be constructed and adjusted in the same manner as outlined above except that the final adjustment shall be made and cast iron frame be set after forms have been placed and checked. In placing the concrete pavement, extreme care shall be taken not to alter the position of the casting in any way. In asphalt concrete pavement: manholes shall not be adjusted until the pavement is completed, at which time the center of each manhole shall be carefully relocated from references previously established by the Contractor. The manhole shall then be brought to proper grade utilizing the same methods of construction as for the manhole itself. The cast iron frame shall be placed on the concrete grade rings and mortar. The complete patch shall match the existing paved surface for texture, density, and uniformity of grade. The joint between the patch and the existing pavement shall then be carefully painted with hot asphalt cement or asphalt emulsion and shall be immediately covered with dry paving sand before the asphalt cement solidifies. Adjustment of inlets: The final alignment and grade of cast iron frames for new and old inlets to be adjusted to grade will be established from the forms or adjacent pavement surfaces. The final adjustment of the top of the inlet will be performed in similar manner to the above for manholes. On asphalt concrete paving projects using curb and gutter section, that portion of the cast iron frame not embedded in the gutter section shall be solidly embedded in asphalt also. The concrete shall extend a minimum of six inches beyond the edge of the casting and shall be left 2 inches below the top of the frame so that the wearing course of asphalt concrete pavement will butt the cast iron frame. The existing concrete pavement and edge of the casting shall be painted with hot asphalt cement. Adjustments in the inlet structure shall be constructed in the same manner and of the same material as that required for new inlets. The inside of the inlets shall be mortared. Monuments and cast-iron frame and cover: monuments and monument castings shall be adjusted to grade in the same manner as for manholes. Valve box castings: adjustments of valve box castings shall be made in the same manner as for manholes. 7-05.3(2) Abandon Existing Catch Basins and Manholes Section 7-05.3(2) 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 2-03.3(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. 11/12/2020 177 7-05.3(2)A Abandon Existing Storm Drain and Sanitary Sewer Pipe 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 Structures 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. Where shown on the Plans, new sewer pipes shall be connected to existing manholes and sewer pipes. Connections to existing sanitary sewer manholes shall be core drilled. Couplings shall be equal to “Kor-n-Seal” boots or GPK sanded adapters. Existing sanitary sewer manholes shall be cleaned, repaired, and re-channeled as necessary to match the new pipe configuration and as shown on the Construction Plans. Connections to existing sanitary sewer pipes shall be made with a ductile iron sleeve-style coupling, ROMAC or approved equal, conforming to ASTM C219 and sized specifically for the pipe size and materials being connected. A "connection to existing" item will be allowed at any connection of a new line to an existing structure. No "connection to existing" will be accepted at the location of new installation, relocation and adjustment of line manholes, catch basins, or curb inlets. Any damage to existing pipe or structure that is to remain in place resulting from the Contractor's operations shall be repaired or replaced at her/his own expense. 7-05.3(4) Drop Manhole Connection 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. 11/12/2020 178 Drop bowl and hood shall be Reliner Drop Bowl, or approved equal, constructed of marine grade fiberglass and mounted directly to the manhole wall. The bowl shall be designed by the manufacturer and sized such that full pipe flow from the incoming pipe can pass through a drop pipe of equal or greater size without overtopping the bowl. The hood shall be installed with nuts and bolts such that it may be easily removed if required. Pipe supports, nuts, bolts, and other appurtenances required to install the drop bowl, drop pipe, and flexible coupling shall be Grade 316 stainless steel. 7-05.3(5) Manhole Coatings 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 9-08.8. 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. 7-06 Construction Dewatering Section 7-06 is a new section: (******) 7-06.1 Description This section specifies the definition, responsibilities, and execution for control of water. Control of water shall consist of the design, furnishing, installation, operation, maintenance, monitoring, and removal of a dewatering system or systems to achieve proper completion of all work performed under this Contract. Work covered in this section includes temporary dewatering provisions including all labor, materials, tools, equipment and performing all incidentals necessary to dewater the excavations, structures, and other work areas during construction. Dewatering includes removal and proper discharge of all water, including, but not limited to, groundwater, surface water, and precipitation. 7-06.1(1) Design Requirements 7-06.1(2) SCOPE: Before the commencement of any dewatering, the Contractor shall obtain acceptance by the Engineer for the design, materials, method, installation, and operation and maintenance details of the dewatering system(s) and monitoring system the Contractor plans to install. Acceptance by the Engineer of the design, materials, method, installation, and operation and maintenance details submitted by the Contractor shall not in any way relieve the Contractor from responsibility for errors therein or from the entire responsibility for complete and adequate design, materials, installation, operation, maintenance and performance of the system in controlling the water level in the excavated areas and for control of the hydrostatic pressures to the depths herein specified. The Contractor shall 11/12/2020 179 bear sole responsibility for proper design, installation, operation, maintenance, and any failure of any component of the dewatering system for the duration of this Contract. Before the commencement of any dewatering, the Contractor shall obtain the necessary State and County permit(s) to discharge dewatering water. The Department of Ecology has issued a Construction Stormwater General Permit and an Administrative Order which contains additional requirements to the City. The City will transfer the permit coverage to the contractor awarded the contract. The contractor shall coordinate, prepare and submit additional written reports and/or documents, and apply any required permit transfer application(s) with Ecology within 10 calendar days of Notice to Proceed. The Contractor shall provide, operate, maintain, and decommission the dewatering systems that consist of trench sumps, deep wells, and/or wellpoints and a monitoring system. The Contractor shall control ground water so as to prevent softening of the bottom of excavations, or formation of “quick” conditions or “boils” during excavation. The Contractor shall design, install, maintain, and operate the dewatering system so as to prevent removal of the natural soils. The Contractor shall provide backup systems for all ordinary emergencies, including power outage and flooding, and shall have available at all times competent workers for the continuous and successful operation of the dewatering system. The Contractor shall not disable or shut-down the dewatering system between shifts, on holidays, or weekends, or during work stoppages, without written permission from the Engineer. The Contractor shall be responsible for maintaining all electric power service connections to the dewatering system components and for the cost of electric power used in the operation of the dewatering system. The Contractor shall control surface runoff so as to prevent entry or collection of water in excavations or in other isolated areas of the site. The Contractor shall employ sumps to pump any pocketed or undrained water not otherwise collected or removed. However, the Contractor shall not rely solely upon open and cased sumps for dewatering. The Contractor shall use sumps only where static groundwater levels are less than 2 feet above subgrade or in areas where the potentiometric surface has been previously lowered to within 2 feet of subgrade using wellpoints or pumped wells. The Contractor shall design the dewatering system using accepted and professional methods of design and engineering consistent with sound modern practice. The Contractor shall have or shall employ the services of a subcontractor who has experience in the field of dewatering system design, installation, operation, and maintenance. After initiating dewatering operations, the Contractor shall operate, maintain, and monitor the dewatering system or systems for the duration of the contract until specifically authorized in writing by the engineer to cease operation, maintenance, or monitoring. Well construction and abandonment shall be in accordance with WAC 173-160. The Contractor shall install, operate, and maintain a water treatment system to provide for settling of suspended solids or other requisite water quality treatment in the discharge from any sumping, dewatering well or wellpoint system. 11/12/2020 180 The Contractor shall dewater and dispose of the water in a manner that will not cause injury to public or private property, or to cause a nuisance or a menace to the public (i.e. there shall be no overflow of sewer or storm drain systems). The Contractor shall not allow the water discharged from the dewatering system wells, wellpoints or supplemental water control systems (i.e. sumps) to degrade the water quality of the receiving waters. The Contractor shall comply with the site-specific storm water discharge permit requirements. The Contractor shall pay any fines incurred as a result of discharges that exceed maximum levels specified in the site-specific storm water discharge permit. 7-06.1(3) EXISTING MONITORING WELLS: The approximate locations of existing monitoring wells are shown on the Drawings. The Contractor shall be allowed to use any existing City monitoring wells to ensure that dewatering systems meet the drawdown requirements. The Contractor shall assume responsibility for determining the suitability and function of existing wells. The City shall bear no responsibility for the condition and usefulness, or lack thereof, of existing wells. Upon or before conclusion of the contract, the Contractor shall abandon per WAC 173-160 all existing wells shown on the Contract Drawings unless otherwise directed by the Engineer in writing. 7-06.1(4) QUALITY ASSURANCE: The Contractor shall include, at minimum, all of the elements necessary for furnishing, installing, operating and maintaining the dewatering system. The Contractor shall employ the services of a specialty dewatering subcontractor who has at least 10 years’ experience in the field of large area- wide dewatering system design, installation, operation, and maintenance, and can document successful completion of at least 5 projects in the Puget Sound region which included both large- diameter deep wells and wellpoints. The Contractor shall employ materials, equipment, and construction methods commonly used and proven as suitable for the duration of construction dewatering. The Contractor shall provide submittals and/or product data that demonstrate the suitability of the materials and equipment proposed for use on these systems. The Contractor shall test the dewatering system to the reasonable satisfaction of the Engineer and make operational any deficiency prior to excavation. The Contractor shall integrate all dewatering, shoring and excavation activities to ensure that dewatering, shoring and excavation activities does not impede or conflict to the detriment of the work. The Contractor shall be responsible for any impacts to the project from conflicts between dewatering, shoring and/or excavation. The contractor shall control excavation dewatering to prevent damage from settlement due to possible lowering of the adjacent groundwater table. The release of groundwater to its static levels shall be performed in such a manner as to maintain the undisturbed state of the foundation soils, prevent disturbance of backfill and prevent movement of all structures and utilities. 11/12/2020 181 7-06.1(5) SUBMITTALS: Where there is conflict between this section and Section 1-05.3, the requirements of this section 7- 06.1(5) shall govern. Three (3) weeks before excavation begins, the Contractor shall submit drawings and complete design data showing methods and equipment the Contractor proposes for dewatering, including relief of hydrostatic head, management of other water, and in maintaining the excavation in a dewatered, hydrostatically controlled condition. Contractor shall provide a Ground Water Control Plan (GWCP) developed by a Washington licensed engineer or hydrogeologist with a minimum of 10 years’ experience in the design of ground water control systems. The Contractor shall submit information sufficient for the Engineer to understand the dewatering system including, but not limited to, the following: 1. Specifications and manufacturer’s literature of the materials and a description of the methods proposed for use in the construction of dewatering system. 2. Drawings indicating the location and size of berms, dikes, ditches, wells, wellpoints, sumps, monitoring wells, gravel drains, treatment facilities, discharge lines, and outfall design. The drawings shall include, at a minimum, all dewatering system elements. 3. Capacities of pumps, prime movers, and standby equipment. 4. Information supporting the location and number of any wells, wellpoints, gravel drains, sumps and discharge lines, and the adequacy of vacuum header, pressure header, discharge pipe sizes, pumps, filters/gravel packs, screens and treatment facilities. 5. Information supporting the design of the dewatering wells, gravel packs, wellpoints, and water treatment systems. 6. Information detailing procedure(s) for restricting drawdown above the specified elevation(s). 7. Dewatering schedule, operation, maintenance, and abandonment procedures. 8. Project descriptions for dewatering projects of similar scope and size completed in the Puget Sound region by the Contractor’s specialty dewatering subcontractor and licensed engineer or hydrogeologist. 7-06.1(6) AVAILABLE SUBSURFACE DATA The Contractor may use the information presented in the following reports: Geotechnical Report, Downtown Utility Improvement Project, Renton, Washington, March 31, 2020 However, the Contractor shall assume responsibility for the interpretation or use of all of the information presented in the above reports. The use of the available data and information in no way relieves the Contractor from the sole responsibility for proper design, installation, operation, maintenance, and any failure of any component of the dewatering systems for the duration of this Contract. 11/12/2020 182 7-06.2 Materials - Not used. 7-06.3 Construction Requirements 7-06.3(1) Restrictions and Limitation: Inside any excavation: • The Contractor shall depress water levels and hydrostatic pressures within the excavation a minimum of 2 feet below the excavation bottom at all times under all conditions. Outside any excavation on S 3rd St. east of Whitworth Ave S, in Whitworth Ave S, or Morris Ave S: • The Contractor shall not lower the groundwater table at any point greater than 10 feet from the edge of the trench. Outside any excavation in all other areas not described above: • The Contractor shall not lower the groundwater table below elevation 10 feet (NAVD 1988). 7-06.3(2) Monitoring System: The Contractor may use any or all of the city’s monitoring wells installed during the geotechnical and environmental investigations as part of the monitoring system. The Contractor shall install any additional monitoring wells the Contractor needs to ensure dewatering systems achieve the drawdowns necessary to complete the work and ensure that ground water levels do not drop below the restricted levels. The Contractor shall survey measuring point elevations on all pumping and monitoring wells to 0.01-foot precision. The Contractor shall survey all measuring points to a common datum. The Contractor shall provide in-line flow meters on all well and wellpoint system discharge pipes to ensure accurate measurement of the total flow from the dewatering system. The flow meters shall show flow in gallons per minute and total flow passing through the meter. The flow meter shall be sized and installed to accurately represent the flow through the meter. The Contractor shall test and document the accuracy of all installed flow meters. The Contractor shall provide flow meter calibration documentation to the Engineer two weeks prior to any dewatering system pumping other than well or wellpoint development. The Contractor shall maintain accurate and precise daily records of water level and flow measurements. The Contractor shall measure water levels in all pumping and monitoring wells to 0.01-foot precision and flow to within 5 gallons per minute. Measurements shall be recorded on forms provided by the Engineer. The Contractor shall begin water level measurements within 24 hours of any well completion or wellpoint installation and development and continue daily measurements until the well is properly abandoned or the Engineer approves cessation of measurement. The Contractor shall begin water flow measurements within 4 hours of initiating pumping in any well or wellpoint system and continue measurements until the Engineer approves cessation of 11/12/2020 183 measurement. The Contractor shall report to the Engineer, any changes in dewatering discharge flow of 25 percent or more occurring within any 24-hour period within four hours following such a change. The Contractor shall notify the Engineer anytime a pump fails, or is turned off or on, for a period of more than 4 hours. Additionally, the Contractor shall note and record when any well(s) or dewatering systems are turned off and back on. The Contractor shall provide water level and flow measurement records to the Engineer daily in both hardcopy and digital form. The Contractor may remove and replace or shorten the casings of monitoring wells as the work requires, however, the Contractor shall bear full responsibility for the water level information provided by those wells and any consequences stemming from the lack of or error in the information. The Engineer shall be notified of any change in the measuring points of any well. The Contractor shall re-survey any shortened or lengthened observation well casing and provide such data to the Engineer. The Contractor shall notify the Engineer, one week prior to installation of any monitoring wells. The Contractor shall provide the Engineer with driller’s logs and formation samples at 5 -foot intervals for each well. 7-06.3(3) Formation Protection and Well Development: The Contractor shall design, construct, operate, and maintain the dewatering system such that the fine fraction of the foundation soils will not be removed upon pumping. The Contractor shall develop all wells and wellpoints to remove fines resulting from drilling and construction and to increase the yield and hydraulic connection with the aquifer. The Contractor shall discharge all development water to the sediment settling tanks prior to discharge. The Contractor shall not discharge any development water directly to the ground surface or surface water body. The Contractor shall monitor discharge from all parts of the system to ensure that the sand/silt content of the discharge water does not exceed the limits established by the discharge permit, stormwater permit, and/or other permit as applicable, determined by a Rossum SAND TESTER or equivalent. The Contractor shall provide all of the equipment and fittings for monitoring sand content. The Contractor shall monitor sand/silt content daily for one week after installing any dewatering well or wellpoint and weekly thereafter. The Contractor shall take sand/silt content measurements in the presence of the Engineer. The Contractor shall notify the Engineer of the time of measurement and provide 24-hour notice of planned measurements. 7-06.3(4) Standby Equipment: The Contractor shall furnish and maintain on site sufficient power-generating and other equipment and materials to ensure continuous and successful operation of the dewatering system. The Contractor shall maintain on site, ready to operate, sufficient standby electrical generating capacity to operate all wells pumps and/or wellpoint pumps simultaneously. The Contractor shall test all backup electric systems monthly in the presence of the Engineer. These tests shall include at least 24 hours of operation under full system load. The Contractor shall have on site, a backup pump for each type of pump in the dewatering system and sufficient pipe and fittings for any repair. 11/12/2020 184 7-06.3(5) Discharge Points and Pipes: Discharge piping shall be designed and installed in a manner which minimizes impacts to excavation or construction activities. Acceptable discharge points to be approved by the Engineer. Discharge of dewatering water shall be restricted such that it does not cause surcharging or overflow of the receiving storm or sanitary sewer system. Discharge to the storm or sanitary sewer system is limited by receiving pipe size as follows, however, field conditions may necessitate more restrictive flowrates: Pipe Diameter (inches) 24 18 12 10 8 Flowrate (gpm) 2880 1638 752 522 344 Flowrate (MGD) 4.15 2.36 1.08 0.75 0.50 7-06.3(6) Water Supply for System Installation and Electrical Service: The Contractor shall provide water supply and electrical service needed for the dewatering systems. The Contractor shall provide a completely separate power company source for the dewatering system electric service with its own meter and which shall be dedicated solely for the dewatering system and separate from all other electric service. 7-06.3(7) Dewatering System Protection: The Contractor shall take reasonable precautions to ensure continuous successful operation of the dewatering system. This includes establishing and/or maintaining adequate marking of all well, pump and pipeline locations. Wherever dewatering wells or discharge lines require crossing for access into, out of, or around an excavation, steel ramps shall protect the system from vehicular traffic. All ramps shall have the strength to support the heaviest equipment on site and shall provide at least one foot of clearance between the dewatering system element and the underside of the ramp. The Contractor shall clearly identify all vehicular access points across the dewatering system with brightly colored or flagged 8-foot high poles on each side of the access point. The Contractor shall valve all ramped pipelines on both sides of the ramp. 7-06.3(8) System Removal: A licensed water well contractor in accordance with WAC 173-160 shall abandon all wells, wellpoints and observation wells installed by the Contractor at no cost to the City. The Contractor shall also abandon all existing monitoring wells in accordance with WAC 173-160 as shown on the drawings and paid under the applicable bid items. The Contractor shall seal any well, wellpoint hole, sump, gravel drain or other penetrations below the excavation with a bentonite grout mixture exhibiting a permeability less than 1 x 10-6 centimeters per second. 11/12/2020 185 7-08 GENERAL PIPE INSTALLATION REQUIREMENTS 7-08.3 Construction Requirements 7-08.3(1)A Trenches Section 7-08.3(1)A is supplemented by adding the following: (******) Trench excavation and backfill for the storm sewer, sanitary sewer, and water main construction shall be in accordance with the trench limits shown in the table below. Existing soils conditions are variable, and areas of soil instability may exist. The Contractor is responsible for protecting and maintaining the trench wall. Wall collapses and cave-ins will not be paid extra as a change order item. All trench excavated materials shall be disposed of off-site at an approved Contractor-provided disposal site. Excavation outside the excavation limits shown in the table below shall be at no additional expense to the City. Water Pipe, Any Depth Sewer and Storm Drain, Depth Less than 8-ft Sewer and Storm Drain, Depth 8 to 16-ft Sewer and Storm Drain, Depth Greater than 16-ft Trench Pay Width (ft) 4 4 6 8 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 shown in the table above. This excavated soil shall be managed in accordance with applicable state and federal regulations outlined in the Contract Documents. Handling and disposal of materials shall adhere to all transportation requirements, receive pre-approval from a disposal facility, manifesting, and record keeping, etc., as outlined in the Contractor’s Contaminated Soil and Groundwater Handling and Management Plan. The excavations will require a shoring system to limit the volume of excavation. Excavation outside the trench limits shown in the table above shall be at no additional expense to the City. 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 Owner. 11/12/2020 186 7-08.3(1)C Bedding the Pipe Section 7-08.3(1)C is supplemented by adding the following: (******) Bedding material shall meet the requirements of Gravel Backfill for Pipe Zone Bedding in accordance with Standard Specification Section 9-03.12(3). Pipe bedding shall be considered incidental to the pipe and no further compensation shall be made. 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. 7-08.3(1)D Pipe Foundation Section 7-08.3(1)D is a new section: (******) Pipe foundation in poor soil: When soft or unstable material is encountered at the subgrade which, in the opinion of the Engineer, will not uniformly support the pipe, such material shall be excavated to an additional depth as required by the Engineer and backfilled with foundation gravel material placed in maximum 12-inch lifts. Foundation gravel shall be CSBC and conform to the requirements of Section 9-03.9(3) of the Standard Specifications. 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”. 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)A Survey Line and Grade Section 7-08.3(2)A is replaced with: (******) 11/12/2020 187 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 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. 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 exceed 10 percent. Pipe, which is laid on a downhill grade, shall be blocked and held in place until sufficient support is furnished by the following pipe to prevent movement. Unless otherwise required, all pipe shall be laid straight between the changes in alignment, and at uniform grade between changes in grade. For concrete pipes with elliptical reinforcement, the pipe shall be placed with the minor axis of the reinforcement in a vertical position. Immediately after the pipe joints have been made, proper gasket placement shall be checked with a feeler gage as approved by the pipe manufacturer to verify proper gasket placement. 11/12/2020 188 7-08.3(2)E Rubber Gasketed Joints Section 7-08.3(2)E is supplemented as follows: (******) Care shall be taken by the Contractor to avoid over 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 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). 11/12/2020 189 7-08.3(3)A Backfilling Pipe Trenches 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 o f 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. 7-09 PIPE AND FITTINGS FOR WATER MAINS 7-09.3(5) Grade and Alignment 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 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. 11/12/2020 190 7-09.3(15)A Ductile Iron Pipe Section 7-09.3(15) is revised to read 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 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, 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) 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 and Fittings with Polyethylene Encasement 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. 11/12/2020 191 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)A Connections to Existing Mains Section 7-09.3(19) is revised to read as follows: The Contractor shall not operate any valve on existing Water Main. The City of Renton Water Operations and Maintenance staff will make all connections to charged water mains and will operate all valves to accomplish shutdowns and subsequent reactivation. The draining of existing water mains will be done by City water maintenance staff. The Contractor shall provide pumping and disposal of the water from the draining of the existing water mains including de-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 11/12/2020 192 shall field verify, in the presence of the Engineer, the actual location and depth of the existing water mains where new connections will be made to assure proper fit. Care shall be taken not to disturb existing thrust blocks and soil bearing areas. After excavation, the Contractor shall verify the dimensions, type, condition, and roundness of the exposed water main. The Contractor shall immediately notify the Engineer if the connection cannot be made as specified by the Contract Plans in order that the connection detail may be revised. When necessary, the profile shall be adjusted as directed by the Engineer to prevent abrupt changes in grade and alignment of the water main and connection. The Contractor shall provide all saw-cutting, removal and disposal of existing surface improvements, excavation, haul and disposal of unsuitable materials, shoring, de-watering, foundation material, at the connection areas before the scheduled time for the connection by the City. The Contractor shall provide all materials necessary for the City Water Maintenance personnel to install all connections to existing water mains as indicated on the contract plans, including fittings, couplings, pipe spools, shackle materials to complete the connections. The City Water Operations and Maintenance staff will: a. Deactivate and dewater the existing and new water main to perform the connections. The Contractor shall provide pumping and disposal of the water from the draining of the water mains including de-chlorination. b. Cut, remove and dispose pipe sections as necessary to install the new Materials with Contractor’s assistance c. Swab all connecting pipe and fittings with 5-6%chlorine solution d. Perform the connection work e. Reactivate and flush the Water Main The Contractor shall install the polywrap on all 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 fittings, couplings, pipe spools, shackle materials to complete the cut-in. After the cut-in of the in-line tee and valves by City personnel, the Contractor shall provide and install concrete blocking and polyethylene encasement behind the tee and other fittings. A minimum 3-day curing period is for all concrete blockings before a connection can be made to the new water mains or new tapping valve. 11/12/2020 193 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 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 Section 7-09.3(23) is revised to read as follows: 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 first 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 water from the City’ water system to fill the water mains for poly-pigging, testing, cleaning, disinfection and for subsequent flushing purposes. There will be a charge for the water used for filling, testing, cleaning and disinfection of the water mains. Sections to be tested shall normally be limited to 1,500 feet or less. The Engineer may require that the first section of pipe, not less than 1,000 feet in length, installed by each of the Contractor’s crews, 11/12/2020 194 be tested in order to qualify the crew and the materials. Pipe laying shall not be continued more than an additional 1,000 feet until the first section has been tested successfully. The pipeline shall be backfilled sufficiently to prevent movement of the pipe under pressure. Thrust blocks shall be in place and time allowed for the concrete to cure before testing. Where permanent blocking is not required, the Contractor shall furnish and install temporary blocking and remove it after testing. Before applying the specified test pressure, the water main shall be slowly filled, and air shall be expelled completely from the pipe, valves and hydrants. If permanent air vents are not located at all high points, the contractor shall install corporation cocks at such points so that the air can be expelled as the line is filled with water. After all the air has been expelled, the corporation cocks shall be closed, and the test pressure applied. At the conclusion of the pressure test, the corporation cocks shall be removed and plugged. The Contractor shall perform a leakage test concurrently with the pressure test. The pressure test shall be conducted for a 2-hour period. The test shall be accomplished by pumping the main up to the required pressure, stopping the pump for 2 hours, and then pumping the main up to the test pressure again. During the test, the section being tested shall be observed to detect any visible leakage. A clean container shall be used for holding water for pumping up pressure on the main being tested. This makeup water shall be sterilized by the addition of chlorine to a concentration of 50 mg/l. The acceptability of the pressure test and leakage test will be determined by two factors as follows: 1. The loss in pressure shall not exceed 5 psi during the 2-hour test period. 2. The quantity of water lost from the main and appurtenances shall not exceed the number of gallons during the 2-hour test period as listed in the following table. 11/12/2020 195 Allowable leakage in gallons per 1000 ft. of pipeline* for a 2-hour test period Nominal Pipe Diameter in inches Test Pressure in psi 4” 6" 8" 10" 12" 16" 20" 24" 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: 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. 11/12/2020 196 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)A Flushing and "Poly-pigging" Section 7-09.3(24)A shall be revised and supplemented 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 11/12/2020 197 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 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 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. 7-09.3(24)N Final Flushing and Testing Section 7-09.3(24)N has been revised as follows: (******) Following chlorination, treated water shall be flushed from the newly laid pipe until the replacement water throughout its length shows, upon test, the absence of chlorine. In the event chlorine is normally used in the source of supply, then the tests shall show a residual not in excess of that carried in the water supply system. 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 taken at least 15 minutes apart from each sampling point shall be received from the local or State Health Department or from a State accredited testing laboratory on samples collected from representative points in the new system. Samples will be collected, and bacteriological tests obtained by the Engineer. 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. 11/12/2020 198 7-10 SETTLEMENT MONITORING Section 7-10 is a new section: (******) 7-10.1 Description This Section specifies providing, installing, monitoring, maintaining and removing monitoring points required to monitor earth, utility and structure movements. Monitoring points include settlement points, horizontal displacement points, instrument elevation points, and benchmarks. The Contractor shall perform readings and data collection, analyses, record keeping, and preparation of summary reports for all new and existing monitoring points. Perform readings as frequently as necessary to protect the work and existing facilities, utilities, roadways, and improvements, and meet the project specifications. All reading devices and equipment for the various monitoring systems are to be provided by the Contractor. Results are to be provided to the Engineer for use in confirmation monitoring. Maintain and protect new and existing monitoring points and replace damaged monitoring points at no additional cost to City. The purpose of the monitoring shall be: • To provide reliable information throughout the work to assess the impact of construction on structures, utilities, and ground movements. • To permit timely implementation of proper remedial measures when and as required to prevent damage to structures and utilities and minimize ground. • To document ground movement and structure movement, before, during, and after construction operations. In addition to the readings specified, the Contractor may provide, install, and monitor additional instruments and monitoring points. The Contractor shall remove all monitoring points at the end of the Contract or as directed by the Engineer. 7-10.2 Materials Utility Settlement Points Required in areas where utility settlements are a concern, at the locations described herein. Fixed-end extensometer: • The fixed-end extensometer shall consist of measurement rod installed within a casing placed down to the top surface of the utility being monitored. • The utility shall be exposed using methods meeting the approval of the utility owner. • The exposed surface of the utility shall be cleaned by high-pressure air to assure that an inner rod rests firmly on the utility. 11/12/2020 199 • A plastic or fiberglass inner rod shall be rounded at the top to assure that a surveyor’s leveling rod can rest upon it to provide reproducible results. • The bottom tip of the rod shall be tapered to assure that it can rest firmly on the utility in a consistent location for reproducible results. • The rod shall be centered in the annular space between the surface casing using centralizers to assure that the rod does not drag on the casing. • These extensometers shall be protected from damage with access covers. • Monitoring shall consist of optical surveying. Structure Settlement Points Structure settlement points installed in walls or vertical surfaces where settlement is a concern and shall consist of fixed reflector targets or ½-inch-diameter steel expansion bolts drilled and anchored in or bonded to the surface. Bolts shall be embedded a minimum of 2 inches and project ½-inches from vertical face. Surface/structure settlement points installed in pavements shall be installed to minimize traffic disturbance. Monitoring of structure settlement points shall consist of optical or laser surveying. Surface Settlement Points Surface settlement points installed in pavements where settlement is a concern and shall consist of PK nails or ½-inch-diameter steel expansion bolts drilled and anchored in pavement. Surface settlement points installed in pavements shall be installed to minimize damage from traffic. Monitoring of surface settlement points shall consist of optical surveying. Shoring Settlement Points Shoring settlement points shall consist of fixed reflector targets or ½-inch-diameter steel bolts welded to the shoring. Shoring settlement points shall be installed to minimize disturbance from construction activities. Monitoring of shoring settlement points shall consist of optical or laser surveying. 7-10.3 Construction Requirements 7-10.3(1) Quality Assurance Minimum surveyor experience shall consist of: • Survey experience with utility projects; and • A registered Land Surveyor in the state of Washington. The surveyor shall establish a benchmark a minimum of 1,000 feet from the project site, establish the initial elevations of monitoring points to 0.01-foot, measure and record the subsequent elevations of monitoring points to ±0.01-foot, establish the initial horizontal coordinates of deep cased 11/12/2020 200 benchmarks, settlement points, and all instruments to 0.01-foot, and provide survey data using King County Metro Datum and project coordinates. 7-10.3(2) Submittals Procedures: Section 1-05.3. Qualifications and résumés of experience for surveyors that will establish control for monitoring movements and settlements and will provide optical or laser readings of movements and settlement points. Qualifications and résumés of experience for instrumentation specialist. Detailed Settlement Monitoring Plan containing the information called for in this Section outlining clearly, when the required information will be submitted. Schedule and outline of procedures for monitoring point installation and performance of monitoring. Detailed plan of monitoring point locations. Sample data tables and plots for each monitoring point. Contingency Plan of actions required if 75 percent of any of the allowable limits presented in paragraph 7-10.3(8) are exceeded for any monitoring point. Work shall stop and the Engineer shall be notified by the Contractor immediately. Work shall not recommence until approved by the Engineer. Within 72 hours of installation, supply detailed description of monitoring point installations: • As-built drawings including instrumentation and survey marks on a maximum scale of 1 inch = 20 feet. • Instrumentation monitoring reports as specified herein. Monitor data shall be submitted as follows: • In the latest version of Microsoft Excel and paper copies of data from readings of settlement points within 8 hours after the readings are taken. Plots of the data: • Settlement points plotted as settlement vs. time. • Data shall be plotted at scales that reflect the accuracy of the instrument or survey system and anticipated maximum change and shall include pertinent construction progress data. 7-10.3(3) Availability of Data Perform all preliminary data collection, instrument readings, and monitoring survey data and submit to the Engineer on schedule as defined herein. Do not disclose data reports or any other unprocessed data, readings, and observations to third parties outside of the Contract without the express written permission of the Engineer. In the event of noted abnormal monitoring data or in the event of 11/12/2020 201 construction induced damage, increase the frequency of data collection, install additional instrumentation, or provide additional monitoring at no additional cost to City. 7-10.3(4) Job Conditions 7-10.3(5) Settlement Monitoring Point Locations The Contractor shall provide and install Structure Settlement Points on any structure within 50-ft of shoring installed by impact or vibration, structures within a horizontal distance of three times the excavated trench depth when groundwater drawdown outside the trench will exceed 2-ft, and on the shoring system itself once installation is complete. The settlement monitoring points shall be installed at or near the corners of such structures, and at intervals of less than 50-ft in-between corners. The Contractor shall provide and install one Structure Settlement Point each on the clocktower at S 3rd St. and Burnett Ave S., and on King County manholes R01-20 and R01-17. The Contractor shall provide and install a minimum of two Utility Settlement Points on each SPU pipeline in locations where work crosses underneath the SPU pipe(s), one point on each side of the excavation or crossing. 7-10.3(6) Settlement Monitoring Point Installation Installation Sequence At least two weeks prior to beginning construction (dewatering, excavation support system installation and/or excavation) or earlier, if necessary, to meet the monitoring schedule, establish survey benchmarks and settlement points for detection of movements. Installations of more than 10 feet from specified location shown on the Drawings or approved working drawings require the Engineer’s prior written acceptance. Surface Settlement Points Surface settlement points, consisting of stainless steel bolts or PK nails in pavement shall be installed at locations and in accordance with details shown on the Drawings. Bolts shall be embedded a minimum of 2 inches. Surface settlement points installed in pavements shall be installed to minimize traffic disturbance. Structure Settlement Points Structure settlement points, consisting of fixed reflector targets or stainless steel bolts, shall be bonded to or mechanically anchored into wall slab, pavement, or top of shoring wall. Structure settlement points shall be installed at locations and in accordance with details shown on the Drawings. Bolts shall be embedded a minimum of 2 inches. If the point is in a traffic area, the top of the bolt shall be depressed so that it is even with the surrounding pavement surface. Any over chipping shall be filled with epoxy grout so that no depression is evident beyond the shoulders of the bolt. Utility Settlement Points 11/12/2020 202 Utility settlement points shall be installed by digging a pit or vacuuming a hole above the utility to be measured. For excavated pits, final three feet shall be dug by hand. The utility shall be cleaned in the area of the elevation rod installation. The plastic or fiberglass rod shall be epoxied to the top of the utility. After the rod is affixed to the utility, a casing shall be centered over the rod using centralizers. The casing shall be cut to form a tight fit over the utility. Backfilling around the casing shall be with the removed material or approved equal. Top protection consisting of locking monument covers shall be installed for the utility settlement points. 7-10.3(7) Protection and Maintenance Protect and maintain all monitoring points. Repair or replace damaged or missing monitoring points as required within 24 hours of detection of damage at no additional cost to the City. 7-10.3(8) Settlement Limits Settlement shall be limited as follows: Location: Vertical Displacement (inches) Horizontal Displacement (inches) King County manholes and SPU pipelines 0.0 0.0 Buildings and Clocktower 0.1 0.1 Pavement, sidewalks, ground surface 0.5 0.5 Shoring 1.0 1.0 7-10.3(9) Monitoring Schedule Make initial readings on all new and existing monitoring points. Take at least three sets of initial baseline measurements and readings, comparable and equal within the rated instrument accuracy, at all of the new and existing monitoring points shown on the Drawings and specified herein before adjacent construction is started. Take additional readings until at least two comparable sets are obtained, which are within the rated instrument or survey accuracy. Monitor and report on all monitoring points on the schedule described below: • Measure all monitoring points within 50 feet of the shoring twice daily during shoring installation. • Measure all monitoring points within 100 feet of the excavation daily if excavations are open deeper than 4 feet. • Measure all monitoring points within 500 feet of the dewatering system daily if a dewatering system is in use. • Measure all settlement points at least once per week. • Final readings shall not be taken until all construction within 200 feet of the monitoring point has been completed for at least 30 days. 11/12/2020 203 Submit data from readings of all monitoring points within 8 hours after readings are taken/downloaded. Should the Contractor’s settlement control measures fail to maintain settlement within the allowable limits, the Project Representative reserves the right to stop work at no additional expense to the City until the Contractor implements adequate settlement control measures. Provide unrestricted access to all monitoring points to City personnel. The City reserves the right to take measurements of the monitoring points. Provide City with equipment necessary to take measurements within one hour of request.7-10.3(10) Removal of Instruments Remove all settlement points and restore surfaces to the conditions existing before installation. 7-11 TEMPORARY WATER BY-PASS SYSTEM Section 7-11 is a new section: (******) 7-11.1 Description This work shall consist of installing, maintaining and removal of temporary 2-inch water service lines to maintain continuity of water service to existing water meters, when the existing water mains are non-operational and /or are abandoned or removed for the construction of the new water lines and of other improvements. The work includes the temporary connections of the by-pass lines to the existing active water mains, the installation of temporary end-caps, concrete ecology blocks and related appurtenances. 7-11.2 Materials Materials shall meet Sections 7-09, 7-12, 7-14, 7-15 of the Standards Specifications and all applicable sections of the contract documents and contract plans. 7-11.3 Construction Requirements The contract plans include a schematic water by-pass plan layout of service connections for the contractor’s consideration. The contractor shall develop and submit a temporary domestic water service and sequencing plan to the Engineer for review and approval at least 10 calendar days prior to proceeding with the work. All temporary water service lines and connections shall be metered through the existing water meters. Existing fire hydrants shall remain in service as shown on the contract plans. Temporary by-pass water lines shall be pre-chlorinated prior to installation. 7-12 VALVES FOR WATER MAINS 7-12.3(1) Installation of Valve Marker Post Section 7-12.3(1) has been revised as follows: (******) 11/12/2020 204 Where required, a valve marker post shall be furnished and installed with each valve. Valve marker posts shall be placed at the edge of the right-of-way opposite the valve and be set with 18 inches of the post exposed above grade. The rest of this section is deleted. 7-12.3(2) Adjust Existing Valve Box to Grade Section 7-12.3(2) is a new section: (******) Valve boxes shall be adjusted to grade in the same manner as for manholes, as detailed in Section 7 - 05.3(1) of the City of Renton Standard Plans. Valve box adjustments shall include, but not be limited to, the locations shown on the Plans. Existing roadway valve boxes shall be adjusted to conform to final finished grades. The final installation shall be made in accordance with the applicable portions of Section 7-12. In the event that the existing valve box is plugged or blocked with debris, the Contractor shall use whatever means necessary to remove such debris, leaving the valve installation in a fully operable condition. The valve box shall be set to an elevation tolerance of one-fourth inch (1/4") to one-half inch (1/2") below finished grade. 7-14 HYDRANTS 7-14.3(1) Setting Hydrants Paragraph four and five of Section 7-14.3(1) is revised and the section is supplemented as follows: (******) 7-14.3(1) Hydrant Assembly Where shown on the Plans, hydrants shall be installed in accordance with the Standard Plans and Contract specifications. A minimum 3-foot radius unobstructed working area shall be provided around all hydrants. The bottom surface of the breakaway flange shall be set 2-inches minimum and 7-inches maximum above the concrete shear block finished grade. For each hydrant requiring vertical adjustment, see Section 7-14.3(6). Fire hydrants shall be of such length as to be suitable for installation with connections to 6", 8" and 10" piping in trenches 3 - 1/2 feet deep unless otherwise specified. The hydrant shall be designed for a 4-1/2-foot burial where 12" and larger pipe is shown unless otherwise noted in the Plans. After installation hydrants shall be subjected to a hydrostatic test as specified in Section 7-09.3(23). 11/12/2020 205 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 18 feet in length, 5-1/4" MVO fire hydrant (MJ connection), 4" x 5" Storz adapter with stainless steel cable, cast iron valve box, cover, valve operating nut extension, 2- 3/4" Cor-Ten shackle rods and accessories, concrete blocks, shear block and blue pavement marker. 7-14.3(3) Resetting Existing Hydrants Section 7-14.3(3) is supplemented 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 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 Section 7-14.3(7) is added as follows: 11/12/2020 206 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 Section 7-14.3(8) is added as follows: 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 Section 7-14.3(9) is added as follows: The lateral must be cut within one-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 trust 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 trust block shall be installed at all cap and plug locations. 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 Section 7-15.3 is supplemented as follows: (******) Section 7-15.3 is revised and supplemented with the following: 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. 11/12/2020 207 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. For the replacement of the existing 3” water service, the contractor shall furnish and install approximately 40 feet of 4” ductile iron pipe including the main line tee and 4” gate valve and all required fittings and adaptors to reconnect to the existing service line in front of the existing 3” water meter. 7-16 CORROSION MONITORING TEST STATIONS AND JOINT BONDING REQUIREMENTS Section 7-16 is a new section: (******) 7-16.1 Description This section specifies the requirements for the installation of corrosion monitoring test stations and electrical bonding of the ductile iron pipeline joints for the new City of Renton ductile iron water pipeline. Specifically, the work will include the following: 1. Installation of corrosion monitoring test stations at locations of crossings with Seattle Public Utilities (SPU) water pipeline 2. Installation of high potential magnesium anodes along select portions of the new piping alignment. 3. Providing for electrical continuity of all new ductile iron pipeline components 50-feet on each side of each SPU crossing. Work shall be in accordance with the latest revision of the following documents. In case of conflict between the requirements of this Section and that of the listed document, the requirements of this Section shall prevail. 11/12/2020 208 • NACE SP0169 Control of External Corrosion on Underground or Submerged Metallic Piping Systems • NACE TM0497 Measurement Techniques Related to Criteria for Cathodic Protection on Underground or Submerged Metallic Piping Systems 7-16.2 Materials All material shall be in accordance with section 9-30.7 Corrosion Protection. 7-16.3(1) Construction Requirements Commissioning of the newly installed corrosion monitoring test stations and pipeline electrical continuity testing shall be completed by an individual who holds current certification by the NACE as, at a minimum, a Cathodic Protection Technician (CP2). Submittal and approval of the following items will be required prior to commencement of work: • Thermite weld materials including weld mold, size and type of shot, and weld coating materials. • Jumper bond cables. • Corrosion monitoring test stations. • Current drain anode. • Certification of individual who will conduct the test station commissioning and pipeline electrical continuity testing. • Submittal Requirements 7-16.3(2) Electrical Bonding All ductile iron bell and spigot pipeline joints, valves, tees, and other metallic pipeline equipment shall be made electrically continuous through the installation of a single jumper bond exothermically welded across each connection joint. Electrical continuity shall be provided on all ductile iron piping and fittings 50-feet on each side of each SPU crossing unless otherwise noted by the plans. Observe proper safety precautions, welding procedures, thermite weld material selection, and surface preparation recommended by the welder manufacture. Assure that the pipe wall thickness is of sufficient thickness that the exothermic weld process will not damage the integrity of the pipe wall. After the weld connection has cooled, remove the slag, visually inspect, and physically test cables by hitting with a hammer. Remove and replace defective connections. Coat all thermite welds using Royston Primer 747 followed by the installation of a Handy Cap as manufactured by Royston Laboratories After installation has been completed, verify that the pipeline is electrically continuous. The NACE Cathodic Protection Technician shall use a calibrated digital low resistance ohmmeter (DLRO). Joint bond resistance shall be less than or equal to the maximum allowable bond resistance value shown in the table below: 11/12/2020 209 Joint Type Max. Allowable Resistance Bell and Spigot or Mechanical (#2 AWG) 0.00026 ohm Flexible Coupling (#10 AWG) 0.0017 ohm *The above resistance considers 18-inch long bond wires with a 10% allowance for resistance of the thermite weld. The Owner will provide independent verification that electrical continuity exists along the lengths of the pipelines. If a discontinuity is found, excavate the pipeline and repair the defective jumper bond installation. Backfill the pipeline using the described backfilling procedures outlined in the project specifications. Prior to backfilling operations, provide results of continuity testing to the Project Manager for review and approval. Should the piping be backfilled prior to submission and approval of electrical continuity testing results, the Contract will be required to expose the piping such that the Owner can conduct their own testing. All costs associated with exposing the pipeline and electrical continuity testing will be the responsibility of the Contractor. 7-16.3(3) Test Lead Installation A single #12 AWG and a single #8 AWG stranded copper conductor shall be installed onto the surface of the City of Renton ductile iron pipeline as well as on the SPU water pipelines. The test leads attached to the City of Renton pipeline shall be blue in color. The Contractor shall make arrangements for SPU to attach the test leads to their pipeline. The test lead insulation on for the SPU piping shall be white in color. The Contractor shall not make connections to the SPU piping under this contract. Install test leads onto the surface of the pipelines using the exothermic weld process. Ensure that adequate slack exists in the wires such that backfilling operations will not cause the wire to become detached from the pipelines. Cover the connection using Royston Handy Caps and 747 Primer materials. Provide a minimum of 6-inches of separation between adjacent thermite welds. Route the test lead wires to the test station at a minimum depth of 24-inches below grade. Install warning tape 12-inches above the test leads on horizontal runs. 7-16.3(4) Test Station Installation (Type FF and FI) Install a polyethylene support post into the ground a minimum of 2-feet. The post shall then be incorporated into the flush mounted test station as a means of protecting the wires. Route the test leads and drain anode lead through the support post and land the leads on the test station head. Provide a minimum of 12-inches of slack in the test leads Locate the test stations along the side of the road in an accessible area to facilitate future testing. 11/12/2020 210 7-16.3(5) Stationary Reference Electrode Installation Install a stationary copper-copper sulfate reference electrode between the pipelines at the crossing locations. Surround the reference electrode with pipeline backfill material and soak with 5 gallons of fresh water. Ensure that the reference electrode is not watered until it has been surrounded with backfill material so as not to cause the prepackaged backfill material to separate from the reference electrode assembly. Measure the electrical potential of each stationary copper-copper sulfate reference electrode relative to a calibrated portable copper-copper sulfate reference electrode. Reject any stationary reference electrode that is not within 10 millivolts DC of the calibrated portable reference electrode. Route the reference electrode lead wire to the test station and terminate on the board. 7-16.3(6) Magnesium Anodes The prepackaged high potential magnesium anodes shall be installed along the electrically continuous portions of the new 12-inch ductile iron piping. A single anode shall be thermite welded to each individual pipe length, with spacing between anodes not to exceed 20-feet. The anodes shall be positioned as shown on the project drawings. Alternate anode placement on opposite sides of the pipe along the electrically continuous section. Leave the drain anode lead wire disconnected from the pipeline. The drain anode will be used should future testing indicate the presence of stray current. 7-16.3(6) Drain Anodes Position the prepackaged drain anode between the two pipelines at the crossing location. Provide a minimum 4-foot separate between the drain anode and the stationary reference electrode. Route the anode lead wire to the test station and terminate as shown on the project drawings. Leave the drain anode lead wire disconnected from the pipeline. The drain anode will be used should future testing indicate the presence of stray current. 7-16.3(7) Commissioning Commissioning of each test station will include measuring the electrical potential of each pipeline test lead and drain anode lead in reference to the installed stationary reference electrode and a calibrated copper-copper sulfate portable reference electrode. In addition, measure the electrical potential of each stationary reference electrode relative to the calibrated copper-copper sulfate portable reference electrode. Tabulate the test results and submit them to the Owner for their review. Use the following equipment when commissioning the newly installed test stations: 11/12/2020 211 1. High impedance (minimum 10MΩ) digital multimeter. 2. Calibrated copper-copper sulfate portable reference electrode. 3. Test leads and alligator clips as required. Reference Standards: This Section incorporates by reference the latest revision of the following documents. In case of conflict between the requirements of this Section and that of the listed document, the requirements of this Section shall prevail Reference-Title NACE SP0169-Control of External Corrosion on Underground or Submerged Metallic Piping Systems NACE TM0497-Measurement Techniques Related to Criteria for Cathodic Protection on Underground or Submerged Metallic Piping Systems Commissioning of the newly installed corrosion monitoring test stations and pipeline electrical continuity testing shall be completed by an individual who holds current certification by NACE as, at a minimum, a Cathodic Protection Technician (CP2). 7-16.3(8) Submittals Submittal and approval of the following items will be required prior to commencement of work: 1. High potential magnesium anodes. 2. Zinc drain anodes. 3. Thermite weld materials including: weld mold, size and type of shot, and weld coating. 4. Jumper bond cables. 5. Corrosion monitoring test stations. 6. Stationary reference electrodes. 7-17 SANITARY SEWERS 7-17.2 Materials Section 7-17.2 is replaced with the following: (******) 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 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 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). 11/12/2020 212 Ductile Iron Sewer Pipe Section 9-05.13. C900 Sewer Pipe (AWWA) 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 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 designated 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 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 11/12/2020 213 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 returned 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 Owner 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)H Television Inspection 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 Association of Sewer Service Companies (NASSCO) Pipeline Assessment Certification Program (PACP). 3. All CCTV operators shall have current NASSCO PACP certification. 4. 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. 5. 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. 6. All Owner 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. 7. 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. 8. The camera must be centered in the pipe to provide accurate distance measurements to 11/12/2020 214 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. 9. 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 vision in its entirety. 10. 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. 11. All manholes shall be channeled and coated prior to CCTV inspection. 12. 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 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 for Grout Mix requirements). 7-18 SIDE SEWERS 7-18.2 Materials 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(5) End Pipe Marker 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 presents 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. 11/12/2020 215 7-19 SEWER CLEANOUTS 7-19.3 Construction Requirements 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 Section 7-19.43 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. 7-20 PRE-INSTALLATION CLEANING AND INSPECTION OF SEWER LINES FOR CIPP 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 11/12/2020 216 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 mechanical 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 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 line s 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. 11/12/2020 217 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 prior 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 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” and 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 DVD and associated inspection report, the Contractor shall review all information on the DVD and in the report. The CCTV inspection DVD 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 DVD. Based on the Contractor’s review he/she will make a lining feasibility determination. The Contractor’s review and lining feasibility determination shall be documented on both the inspection report and the Video Inspection Tracking Log. 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 11/12/2020 218 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 that 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 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 Owner. 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. 11/12/2020 219 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 DVD/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 DVDs, and associated 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. If the Contractor fails to reinstate an active side sewer lateral, the Contractor shall reinstate the lateral at their 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) 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. A portion of the pipeline rehabilitation work is located outside of public rights-of-way in private parking lots. The Contractor shall be responsible to properly secure materials and equipment utilized to perform the work required for this project. The Contractor shall coordinate with property owner(s) and/or tenants to preserve access within the site and maintain the site in a safe manner. 11/12/2020 220 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. 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. Certification showing that the Installer is currently licensed by the appropriate licensor to perform CIPP installation shall be provided. 7-21.1(3) Contractor and Manufacturer Qualifications The Manufacturer of the CIPP liner shall have a minimum of 200,000 linear feet of CIPP successfully installed in accordance with these specifications. Manufacturer’s using standards other than those listed in these specifications shall demonstrate to the satisfaction of the Owner that the standards followed produce a product that is, at a minimum, equal to the quality of product developed using the listed standards. The CIPP lining Contractor shall have a minimum of five (5) successfully completed projects totaling a minimum of 50,000 lineal feet using the proposed CIPP rehabilitation technology. In addition, the Contractor’s project superintendent shall have a minimum of three (3) successfully completed projects totaling a minimum of 25,000 lineal feet using the proposed CIPP rehabilitation technology. 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 minimum of one (1) year of experience reinstating laterals. Wastewater collection system rehabilitation products submitted for approval shall be provided with third party test results supporting long-term performance and structural strength of the product. Third party test result data shall be satisfactory to the Engineer. Test samples shall have been prepared so as to simulate the installation methods and trauma of project conditions. 11/12/2020 221 7-21.1(4) Contractor Submittals All procedures or material descriptions requiring the Engineer's approval shall be submitted not less than 45 calendar 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: • Work sequence organized by pipeline section with installation schedule. • Traffic control, construction staging and insertion locations. • Confirmation of liner length and diameter. • Locations of all service connections with disposition for each. • Anticipated cleaning and preparation requirements. 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. 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. 3. Certification stating CIPP tube has been manufactured in accordance with ASTM F1216 or F2019 and resin is suitable for its intended use. 4. Details on all lining materials and resins, end seals, and grout. 5. Name of resin supplier and liner fabric supplier. 6. 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. 7. 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). 8. 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. 9. 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. 10. 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. 11/12/2020 222 11. 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. 12. Manufacturer’s or Assembler’s recommendations and procedures for minimum and maximum pressures, temperatures, and time durations to be used. 13. 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. 14. Pipe sizing certified calculations demonstrating that the liner has been properly sized to avoid the creation of wrinkles or folds. 15. 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 Owner’s warranty. 16. 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. 17. Material Safety Data Sheets for resins, hardeners, catalysts, solvents, and all other compounds or chemicals to be used on the job site. 18. Data logger output in graphic format showing pipe section, time, pressure, and temperature during activation, heating, curing, and cool down. 19. Informational hand out that describes the materials, processes, and odors associated with the lining process. 20. Pre- and Post-Installation CCTV inspection videos. 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. 11/12/2020 223 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 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 Owner. 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. 11/12/2020 224 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 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 11/12/2020 225 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) 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 CIPP 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 11/12/2020 226 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 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. 7-21.3 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 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 existing 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 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 designated for rehabilitation in accordance with Section 7-17.3(1)A. 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. 11/12/2020 227 7-21.3(1)C Point Repairs Advise the Engineer of any point requiring 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 Owner’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. 7-21.3(1)D Manholes Protect all manholes to withstand forces generated by the equipment while installing the liner. 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. 11/12/2020 228 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. 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(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 cutting 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 be 95 percent minimum of the original service connection interior diameter. 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. 11/12/2020 229 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. 7-22 RESIN IMPREGNATED FABRIC CIPP 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 1216, 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 11/12/2020 230 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. 7-22.3(4) Material Testing Provide certified test results of the properties of the cured lining material from a restrained sample of the actual installed CIPP at a minimum of one location per each liner insertion setup. The cured CIPP shall be sampled and tested for flexural strength and flexural modulus in accordance with the requirements of ASTM D790. 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 87-1/2 percent of the design thickness. 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 the 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. 11/12/2020 231 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, diameter, and thickness. The Contractor must submit to the Engineer the signed "wet-out" sheet for each liner delivered to the site. 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 Owner reserves the right to inspect all phases of production and testing of materials, from manufacturing, shipping, "wet-out", installation, and cure, to finished product 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, 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. 11/12/2020 232 7-22.3(2)C Cool Down Cool the liner down to temperature specified by 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. 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. 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 11/12/2020 233 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 respectively. 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 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. For example: one flat plate sample from each individual pipeline liner installed. 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. 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. 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) 11/12/2020 234 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 process variables to provide a finished CIPP possessing the minimum properties specified in ASTM F 1216 or ASTM F 2019, as is applicable and supplemented herein. 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. 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. 11/12/2020 235 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 increase the diameter only as much as necessary. 7-23.3 Construction Requirements 7-23.3(1) Installation Procedures It is forbidden to “wet-out” in-liner at the construction site because of external influences such as heat, no possibilities to control vacuum and correct mixture of resin. 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 in contact to 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. 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 is equipped with a device to monitor the force and prevent excessive tension and tube elongation as determined by the liner manufacturer. The pipe shall then be inflated with air. The in-liner has to 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 under UV – Light only. The curing process shall follow a step cure or similar approach recommended by the manufacturer and approved by the Engineer, and shall be held at the top step for an adequate length of time as determined by the liner manufacturer to ensure that the design physical properties are attained. Pressure, temperature and curing process shall be monitored by both, computer and video at any time as determined by the liner manufacturer. 11/12/2020 236 8-02 ROADSIDE RESTORATION 8-02.3(1)A Tree Protection Section 8-02.3(4)A is a new section: (******) Protective chain-link tree protection fencing with fabric or tarp shall be placed around the S 2nd St heritage trees and all other trees as indicated on the Contract Plans and as directed by the Engineer. No soil disturbance shall take place prior to the placement and installation of tree protection fences. Immediately following site clearing and grading the Owner’s Representative will make final determination on the satisfaction of tree protection fencing and specific requirements based on the trees health, construction limits and impacts to major roots and the soil condition. The Owner’s Representative may direct the Contractor to adjust clearing limits in the field so that tree roots and soils are protected during construction activities. Exercise care when excavating trenches near existing trees. Where roots are two inches (2") and greater in diameter hand excavate and tunnel. When large roots are exposed, wrap with heavy burlap for protection and prevent excessive drying. Trenches dug by machines adjacent to trees having roots two inches (2") and less in diameter shall have the sides hand trimmed making a clean cut of the roots. Trenches having exposed tree roots shall be back-filled within twenty-four (24) hours unless adequately protected with moist burlap or canvas. The cutting of roots 2-inches and larger should be avoided. Potential root pruning needs shall be reviewed in advance with the City’s Representative to minimize potential root fracturing and other damage. Severed roots of retained trees shall be cut off cleanly with a sharp saw or pruning shears. Applying pruning paint on trunks or root wounds shall not be permitted. Severed roots shall be covered immediately after final pruning with moist soil or burlap and covered with mulch until they can be covered with soil. Excavation operators shall take extreme care not to hook roots and pull them back towards retained trees. In all cases, the excavator shall remain outside of the Critical Root Zone (CRZ) boundary, shown on the Contract Plans or as directed by the Engineer. No pruning of trees will be allowed without prior approval from the Engineer, in which case, all pruning shall be done by an International Society of Arboriculture Certified Arborist, to the standards of ANSI A300 American Standard for Pruning. 8-02.3(4)A Topsoil Type A Section 8-02.3(4)A is supplemented with the following: (******) The contractor shall provide a material submittal for topsoil prior to use. 11/12/2020 237 8-02.3(16) Lawn Installation Section 8-02.3(16) is revised and supplemented as follows: (******) 8-02.3(16)A Lawn Installation Section 8-02.3(16)A has been deleted and superseded with the following: (******) 8-02.3(16)A1 Qualifications of Workmen 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(16)A2 Submittals 8-02.3(16)A2a 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. Supply Grower’s 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(16)A2b Manufacturer’s Certificates of Conformance 1. Supply for Certificates of Conformance for fertilizer being used for the project. 8-02.3(16)A2c 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(16)A3 Product Handling 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. 11/12/2020 238 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(16)A4 Site Information 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(16)A5 Sod The Contractor shall provide sod to all new lawn areas and to those lawn areas requiring restoration from the Contractor’s operations. Sod shall conform to section 9-14.6(8) as shown in the Special Provisions. 8-02.3(16)A5a Other Materials 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(16)A6 Execution Prior to all work of this section, 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(16)A6a Installation Preparation 1. Prepare subgrade in all lawn areas by scarifying to a 8” minimum depth 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 and lightly rake to incorporate into the soil. 8-02.3(16)A6b Sod Installation 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. 11/12/2020 239 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(16)B Lawn Establishment Section 8-02.3(16)B has been deleted and superseded with the following: (******) 8-02.3(16)B Lawn Establishment and Final Acceptance The Contractor shall maintain all new lawn areas in this project; shall be responsible for the survival of turf in acceptable condition and shall maintain all new lawn areas in a neat and orderly fashion until Final Acceptance of the project by the City. The period for Final Acceptance shall be no sooner than the second mowing. The Contractor will be held responsible for all damage or loss caused by his inattention or carelessness. The Contractor shall repair damage caused by traffic, vandalism, weather or other outside causes. 8-02.3(16)B1 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(16)B2 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. 11/12/2020 240 8-02.3(16)B3 Final Acceptance Acceptance of lawn planting as specified shall be based on a uniform stand of grass and a uniform grade at the time of final inspection. Final inspection of the work of the Section will be made at the time of the Final Inspection of the entire project or earlier, if approved by the Engineer. A final punch list will be issued. Final Acceptance of the new turf areas which are the responsibility of the Contractor will be contingent upon Final Acceptance of the entire project or at the determination of the City if earlier than Final Acceptance of the entire project. 8-05 PRE- AND POST- CONSTRUCTION PHOTOGRAPHS AND VIDEO INSPECTION Section 8-05 is a new section: (******) 8-05.1 Materials The photographs shall be in digital .pdf format, labeled by project station. The Contractor shall provide one CD or DVD to the Engineer with the entire catalog of pre-construction and post-construction photographs. The Contractor shall provide videos of both the entire pre-construction and post-construction video inspection on DVD to the City. 8-05.2 Construction Requirements Before commencing any construction work, the Contractor shall provide photographs of pre-existing conditions of the area that will be disturbed during construction operations to the Engineer. These photos will help document the condition of existing conditions and landscaping and help determine the level of restoration required. Photographs shall be obtained as follows: • In easements, streams, steep slopes, landscaped areas and other off of right-of-way locations: 10-foot intervals. • In the paved right-of-way, paved driveways and parking lots 10-foot intervals. • Near buildings, document the exterior condition including any signs of distress such as cracks, spalling, settlement, flooding, leaking, etc. • Interior walls, columns, and beams of buildings less than 20-ft from the edge of the excavation, including any signs of distress such as cracks, spalling, settlement, flooding, leaking, etc. Coordinate access with the City and Property Owner. • Additional locations as necessary to fully document site conditions and to satisfy permitting requirements. • Any other location as directed by the Engineer. Following construction, the Contractor shall take photographs of post-construction conditions in the same manner. Prior to commencing any construction work, the Contractor shall walk the property with the Engineer 11/12/2020 241 taking continuous video of pre-existing conditions. Locations to be videoed include, but are not limited to: • S 3rd St, east of Shattuck Ave S, • Whitworth Ave S • SPU easement on the south side of S 2nd St, • SPU crossing locations on Whitworth Ave S and Shattuck Ave S, • Safeway easement, and • CIPP work zones on private property • Any other location as directed by the Engineer. Following construction, the Contractor shall provide post-construction video inspection of the same locations surveyed prior to construction. 8-13 MONUMENT CASES 8-13.1 Description Section 8-13.1 is revised and supplemented as follows: (******) This Work shall consist of furnishing and placing monument cases and covers, in accordance with the Standard Plans and these Specifications, in conformity with the lines and locations shown in the Plans or as staked by the Engineer or by the Contractor supplied Surveyor. 8-13.3 Construction Requirements Paragraphs 2 and 3 of Section 8-13.3 is revised and supplemented as follows: (******) The monument will be furnished and set by the Contractor supplied Surveyor. When existing monuments will be impacted by a project, the Contractor shall be responsible for assuring that a registered surveyor references the existing monuments prior to construction. After construction is complete, the monuments shall be re-established by the Surveyor in accordance with RCW58.09.130. 11/12/2020 242 8-14 CEMENT CONCRETE SIDEWALKS 8-14.2 Materials 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 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). 8-14.3 Construction Requirements Section 8-14.3 is supplemented by adding the following: (******) The Contractor shall request a pre-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 Prime Contractor and Subcontractor in charge of constructing forms, and placing, and finishing the cement concrete. 2. Project 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 11/12/2020 243 8-14.3(4) Curing Section 8-14.3(4) is replaced with: (******) The curing materials and procedures outlined in Section 5-05.3(13) of the Standard Specifications shall prevail, except that white pigmented curing compound shall not be used on sidewalks. The curing agent shall be applied immediately after brushing and be maintained for a period of 5 days. The Contractor shall have readily available sufficient protective covering, such as waterproof paper or plastic membrane, to cover the pour of an entire day in the event of rain or other unsuitable weather. During the curing period, all traffic, both pedestrian and vehicular, shall be excluded. Vehicular traffic shall be excluded for such additional time as the Engineer may specify. The Contractor shall be responsible for barricading, patrolling, or otherwise protecting the newly placed concrete to prevent damage. Damaged, vandalized, discolored, stained, or unsightly concrete shall be removed and replaced at the expense of the Contractor. 8-20 ILLUMINATION, TRAFFIC SIGNAL SYSTEMS, AND ELECTRICAL 8-20.2(1) Equipment List and Drawings (******) Paragraph four of Section 8-20.2(1) is revised and supplemented with the following: The Contractor shall submit for approval six sets of shop drawings for each of the following types of standards called for on this project: 1. Light standards with or without preapproved Plans. 2. Signal standards with or without preapproved Plans. 3. Combination Signal and lighting standards. 4. Metal Strain Poles. Paragraph five of Section 8-20.2(1) is deleted. Paragraph six of Section 8-20.2(1) is deleted. Section 8-20.2(1) is supplemented as follows: The Contractor also shall submit either on the signal standard shop drawings or attached to the signal standard shop drawings all dimensions to clearly show the specific mast arm mounting height and signal tenon locations for each signal pole to be installed. 11/12/2020 244 8-22 PAVEMENT MARKING 8-22.1 Description The following items in Section 8-22.1 are revised as follows: (******) Crosswalk Stripe A SOLID WHITE line, 8 inches wide and 10-feet long, installed parallel to another crosswalk stripe and parallel to the direction of traffic flow and centered in pairs on lane lines and the center of lanes. See Renton Standard Plans 127 and 128. Skip Center Line A BROKEN YELLOW line 4 inches wide. The broken or “skip” pattern shall be based on a 24-foot unit consisting of a 9-foot line and a 15-foot gap. Skip center strip is used as centerline delineation on two- lane or three-lane, two-way highways. See Renton Standard Plan 109. Double Yellow Center Line Two SOLID YELLOW lines, each 4 inches wide, separated by a 4-inch space. Double yellow center stripe is used as centerline delineation on multilane, two-way highways and for channelization. See Renton Standard Plan 109. Approach Line A SOLID WHITE line, 8 inches wide, used to separate left and right turning movements from through movements, to separate high occupancy vehicle lanes from general-purpose lanes, for islands, hash marks, and other applications. Hash mark stripes shall be placed on 45-degree angle and 10 feet apart. See Renton Standard Plan 109. Lane Line A BROKEN WHITE line, 4 inches wide, used to delineate adjacent lanes traveling in the same direction. The broken or “skip” pattern shall be based on a 24-foot unit consisting of a 9-foot line and a 15-foot gap. See Renton Standard Plan 109. Two Way Left Turn Line A SOLID YELLOW line, 4 inches wide, with a BROKEN YELLOW line, 4 inches wide, separated by a 4-inch space. The broken or “skip” pattern shall be based on a 24-foot unit consisting of a 9-foot line and a 15-foot space. The solid line shall be installed to the right of the broken line in the direction of travel. See Renton Standard Plan 109. Stop Line A SOLID WHITE line 16 inches wide, See Renton Standard Plan 128. 11/12/2020 245 Where existing markings will remain immediately adjacent to new markings of the same type, verify the existing markings match the standards described herein. If the existing markings are not standard notify the Engineer for a determination of how the new marking shall be made. 8-22.3 Construction Requirements 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 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) Removing Pavement Markings 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. 11/12/2020 246 8-23 TEMPORARY PAVEMENT MARKINGS 8-23.3(5) Removal of Utility Locate Markings from Sidewalks Required Section 8-23.3(5) is a new section: (******) The Contractor will be required to remove utility locate marks on sidewalks within the Downtown Core Area. The Contractor shall remove the utility locate marks within 10 days of job completion or being directed to do so by the Engineer. 11/12/2020 247 9-03 AGGREGATES 9-03.8 Aggregates for Hot Mix Asphalt 9-03.8(7) HMA Tolerances and Adjustments Item 1 is deleted and replaced with: (******) 1. Job Mix Formula Tolerances. After the JMF is determined as required in 5-04.3(7)A, the constituents of the mixture at the time of acceptance shall conform to the following tolerances: Nonstatistical Commercial Evaluation Evaluation Aggregate, percent passing 1”, ¾”, ½”, and 3/8” sieves ±6% ±8% U.S. No. 4 sieve ±6% ±8% U.S. No. 8 sieve ±6% ±8% U.S. No. 16 sieve ±4% ±6% U.S. No. 30 sieve ±4% ±6% U.S. No. 50 sieve ±4% ±6% U.S. No. 100 sieve ±3% ±5% U.S. No. 200 sieve ±2.0% ±3.0% Asphalt Binder ±0.5% ±0.7% VMA 1.5% below minimum value in 9-03.8(2) VFA minimum and maximum as listed in 9-03.8(2) Va 2.5% minimum and 5.5% maximum These tolerance limits constitute the allowable limits as described in Section 1-06.2. The tolerance limit for aggregate shall not exceed the limits of the control point’s section, except the tolerance limits for sieves designated as 100% passing will be 99-100. 11/12/2020 248 9-03.22 Cement-based Grout for Abandoning Existing Utilities (Additional Section) Section 9-03.22 is a new section: (******) The Contractor shall submit a mix proposal that has flow characteristics appropriate for filling a utility pipeline. The mix proposal for “Cement-base Grout for Abandoning Existing Utilities” shall be approved by the Engineer prior to commencing work on this item. Cement-based Grout for Abandoning Existing Utilities shall be equal to a 1-sack mix and the materials shall conform to the following: Cement: This material shall be Portland cement as specified in section 9-01. Aggregate: This material shall meet the requirements for fine aggregate as specified in section 9- 03.1. Water: Water shall conform to the provisions of Section 9-25.1. Minimum Strength: 100 psi 9-05 DRAINAGE STRUCTURES, CULVERTS, AND CONDUITS 9-05.4 Steel Culvert Pipe and Pipe Arch (RC) 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(2) Reinforced Concrete Storm Sewer Pipe (RC) Section 9-05.7(2) is replaced by the following: (******) Reinforced Concrete Storm Sewer pipe shall conform to the requirements of ASTM C-76 and shall be Class IV. Cement used in the manufacture of reinforced concrete pipe shall be Type II in conformance with ASTM C150. No admixture shall be used unless otherwise specified. 11/12/2020 249 9-05.7(2)A Basis for Acceptance (RC) Section 9-05.7(2)A is supplemented by the following: (******) All pipe shall be subject to (1) a three-edge-bearing strength (D-load) test in accordance with ASTM C76; and (2) a hydrostatic test of rubber gasket joints in accordance with ASTM C361 or AWWA C302 except test pressure shall be 5 psi. 9-05.7(3) Concrete Storm Sewer Pipe Joints (RC) Section 9-05.7(3) is replaced by the following: (******) Joint assembly design shall be reinforced concrete bell and spigot type incorporating a fully retained single rubber gasket in accordance with ASTM C361 or AWWA C302. Rubber gasket material shall be neoprene. 9-05.7(4) Testing Concrete Storm Sewer Pipe Joints (RC) Section 9-05.7(4) is supplemented by the following: (******) Hydrostatic testing of rubber gasket joints shall be performed in accordance with ASTM C361 or AWWA C302 except test pressure shall be 5 psi. 9-05.9 Steel Spiral Rib Storm Sewer Pipe (RC) Section 9-05.9 is replaced with: (******) The manufacturer of spiral rib storm sewer pipe shall furnish the Engineer a Manufacturer's Certificate of Compliance stating that the materials furnished comply in all respects with these Specifications. The Engineer may require additional information or tests to be performed by the Contractor at no expense to the City. Unless otherwise specified, spiral rib storm sewer pipe shall be furnished with pipe ends cut 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. 11/12/2020 250 For spiral rib storm sewer pipe, helical ribs shall project outwardly from the smooth pipe wall and shall be fabricated from a single thickness of material. The ribs shall be essentially rectangular and shall be 3/4 inch plus two times the wall thickness (2t) plus or minus 1/8 inch (measured outside to outside) and a minimum of 0.95 inch high (measured as the minimum vertical distance from the outside of pipe wall immediately adjacent to the lockseam or stiffener to the top surface of rib). The maximum spacing of the ribs shall be 11.75 inches center to center (measured normal to the direction of the ribs). The radius of bend of the metal at the corners of the ribs shall be a minimum of 0.10 inch and a maximum of 0.17 inch. If the sheet between adjacent ribs does not contain a lockseam, a stiffener shall be included midway between ribs, having a nominal radius of 0.25 inch and a minimum height of 0.20 inch toward the outside of the pipe. Pipe shall be fabricated with ends that can be effectively jointed with coupling bands. When required, spiral rib or narrow pitch spiral rib pipe shall be bituminous treated or paved. The bituminous treatment for spiral rib pipe shall conform to the requirements of Sections 9-05.4(3) and 9-05.4(4). For narrow pitch spiral rib sewer pipe, the helical ribs shall project outwardly from the smooth pipe wall and shall be fabricated from a single thickness of material. The ribs shall be .375 inch + 1/8 inch wide (measured outside to outside) and a minimum of .4375 inch high (measured as the minimum vertical distance of ribs shall be 4.80 inches center to center (measured normal to the direction of the ribs). The radius of bend of the metal at the corners of the ribs shall be 0.0625 inch with an allowable tolerance of + 10 percent. 9-05.12 Polyvinyl Chloride (PVC) Pipe Section 9-05.12(3) is a new additional section: (******) 9-05.12(3) CPEP Sewer Pipe Section 9-05.12(3) is a new additional section: (******) CPEP - Smooth interior pipe and fittings shall be manufactured from high density polyethylene resin which shall meet or exceed the requirements of Type 111, Category 4 or 5, Grade P33 or P34, Class C per ASTM D1248. In addition, the pipe shall comply with all material and stiffness requirements of AASHTO M294. 9-05.14 ABS Composite Sewer Pipe Section 9-05.14 is deleted (******) 11/12/2020 251 9-05.17 Aluminum Spiral Rib Storm Sewer Pipe Section 9-05.17 is replaced with: (******) Unless otherwise specified, spiral rib storm sewer pipe shall be furnished with pipe ends cut perpendicular to the longitudinal axis of the pipe. Pipe ends shall be cut evenly. Spiral rib pipe shall be fabricated by using a continuous helical lock seam with a seam gasket. For spiral rib storm sewer pipe, helical ribs shall project outwardly from the smooth pipe wall and shall be fabricated from a single thickness of material. The ribs shall be 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. 9-05.13 Ductile Iron Sewer Pipe 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. 11/12/2020 252 9-05.20 Corrugated Polyethylene Storm Sewer Pipe (CPEP) Section 9-05.19 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. 9-05.23 High Density Polyethylene Piping Paragraph 4 of Section 9-05.23 is deleted and replaced as follows: (******) 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. 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. 9-05.24 Polypropylene Culvert Pipe, Polypropylene Storm Sewer Pipe, and Polypropylene Sanitary Sewer Pipe This sections content is deleted and replaced with the following: (******) All joints for polypropylene pipe shall be made with a bell/bell or bell and spigot coupling and shall 11/12/2020 253 conform to ASTM D 3212 using elastomeric gaskets conforming to ASTM F 477. All gaskets shall be factory installed on the pipe in accordance with the producer’s recommendations. Qualification for each producer of polypropylene storm sewer pipe requires joint system conformance to ASTM D 3212 using elastomeric gaskets conforming to ASTM F 477 and a formal quality control plan for each plant proposed for consideration. A Manufacturer’s Certificate of Compliance shall be required and shall accompany the materials delivered to the project. The certificate shall clearly identify production lots for all materials represented. The Contracting Agency may conduct verification tests of pipe stiffness or other properties it deems appropriate. This section is supplemented with the following new sub-sections: 9-05.24(1) Polypropylene Culvert Pipe and Storm Sewer Pipe Polypropylene culvert and storm sewer pipe shall conform to the following requirements: 1. For dual wall pipe sizes up to 12 inches to 60 inches: ASTM F2881. 2. Fittings shall be factory welded, injection molded or PVC. 9-05.50 Manholes Section 9-05.50(2) is supplemented with the following: (******) Pre-approved details meeting the requirements of the City or WSDOT may be used for this project without submitting calculations indicating compliance with the design criteria. The Contractor shall provide shop drawings detailing the product and specifying the pre-approved detail(s) to be used and their locations along with supporting documentation. In instances where pre-approved details are not available, calculations shall be submitted together with the Shop Drawings. Calculations shall show all dimensions, location and type of lifting inserts, details of reinforcement, connection embeds, joints, covers, or hatches, ladders and grating in accordance with the Contract requirements. Calculations shall clearly list the design criteria used by the manufacturer and indicate the loads imposed on the structure, including magnitude, direction, and location. Calculations shall be stamped by a registered Structural Engineer in the State of Washington. Manholes deeper than 25 feet shall be designed using the following minimum design criteria: • Soil Unit Weight: 130 pcf • At-rest Earth Pressures Coefficient (Ko): 0.50 • At-rest Lateral Earth Pressure Above Groundwater Table: 65 pcf • At-rest Lateral Earth Pressure Below Groundwater Table: 65 pcf • Design Depth of Groundwater Below Grade: 6 feet • Lateral Uniform Pressure (Non-yielding Structures): 125 pcf 11/12/2020 254 9-05.52 Dense Foam Section 9-05.52 is a New Section as follows: (******) Dense foam shall be Ethafoam HS 600 high density, polyethylene foam, as manufactured by Dow Chemical Company, or approved equivalent. 9-08 PAINTS 9-08.8 Manhole Coating System Products Section 9-08.8 is a new section and subsections: (******) 9-08.8(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/Field: The drying time between coats shall not exceed 24 hours in any case System Thickness: 3.0-4.0 mils dry film 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 11/12/2020 255 9-14 EROSION CONTROL AND ROADSIDE PLANTING 9-14.1(1) Topsoil Type A Section 9-14.1(1) 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 should be fertile and free flowing (pulverized). Topsoil shall be Mycorrhizae inoculated. Topsoil shall meet the following parameters: Parameter Range pH 6.7-7.5 Moisture Content 25%-55% Soluble Salts 2.5 mmhos/(dS) Coarse Sand 50%max (by weight) Clay 25%max (by weight) Silt 15%max (by weight) Organic matter 10%max (by weight) 9-14.6(8) Sod Section 9-14.6(8) 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: Non-net “Premium Shadow Master” Sod Mixture from Emerald Turfgrass Farms, Inc., Sumner, WA, Ph: 253 838 9911 or 425 641 0608, or approved equal. Approved equal 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. 11/12/2020 256 9-23 CONCRETE CURING MATERIALS AND ADMIXTURES 9-23.9 Fly Ash (RC) Section 9-23.9 is revised as follows: (******) Fly ash shall not be used around water lines. 9-30 WATER DISTRIBUTION MATERIALS 9-30.1 Pipe Section 9-30.1 is supplemented and revised as follows: (******) All materials for water distribution and transmission shall be new and undamaged. Prior to ordering any pipe and fittings to be used in a potable water supply, the Contractor shall submit the material source as required by Section 1-06.1 of the Standard Specifications. All direct and indirect drinking water system components which come in contact with potable water shall have National Sanitation Foundation (NSF) certification. All pipe and fittings shall be clearly marked with the manufacturer’s name, type, class, and thickness as applicable and shall be marked on the component at the place of manufacture. Marking shall be legible and permanent under normal conditions of handling and storage. 9-30.1(1) Ductile Iron Pipe Section 9-30.1(1) is revised to read as follows: (******) 1. Ductile iron pipe shall be centrifugally cast in 18- or 20-foot nominal lengths and meet the requirements of AWWA C151. Ductile iron pipe shall have a ‘Double 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. 2. Non-restrained joint shall be rubber gasket, push-on type joint (Tyton) or mechanical joint (M.J.) conforming to AWWA C111, unless otherwise specified. 3. Restrained joints shall be as specified in Section 9-30.2(6). 4. Flanged joints shall conform to ANSI B16.1, class 125 drilling pattern, rated for 250 psi working pressure. Flanged ductile iron pipe shall be Class 53 per AWWA C 115. Thicker Classes are acceptable. The Contractor shall furnish certification from the manufacturer of the pipe and gasket being supplied that the inspection and all of the specified tests have been made and the results thereof comply with the requirements of the above referenced standards. 11/12/2020 257 9-30.1(2) Polyethylene Encasement Section 9-30.1(2) is supplemented and revised as follows: (******) Polyethylene encasement (plastic film wrap) shall be eight mil polyethylene, tube type conforming to AWWA C105. All ductile iron pipes and fittings shall be installed with a polyethylene encasement, tube-type and in black color. 9-30.2 Fittings 9-30.2(1) Ductile Iron Pipe Section 9-30.2(1) is supplemented and 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 for pressure rating of 350 psi for mechanical joint fittings and 250 psi for flange joint fittings, unless otherwise specified. Metal thickness and manufacturing process shall conform to applicable portions of ANSI/AWWA C110/A21.10. Mechanical joint, ductile iron, compact fittings 24 inches and less shall conform to ANSI A21.53 (AWWA C153). Flanged fittings, cast or ductile iron, shall conform to ANSI B16.1, class 125 drilling pattern. Ductile iron fittings include tees, crosses, wyes, bends, adapters, sleeves, plugs, caps, offsets, reducers, and ells. Rubber gaskets for push-on joints (Tyton) or mechanical joint (M.J.) shall conform to ANSI A21.11 / AWWA C111. Gasket materials for flange joints shall be neoprene, Buna N, chlorinated butyl, or cloth- inserted rubber suitable for pressurized water service purposes. Type of connections shall be specified as push-on joint (Tyton), mechanical joint (M.J.), plain end (P.E.), flanged (FL), restrained joint (RJ) and threaded. Sleeves less than 12 inches in diameter shall be 12 inches minimum length and shall be mechanical joint. Sleeves greater than 12 inches in diameter shall be of the long body type and shall be 15 inches minimum length and shall be mechanical joint. Sleeves shall also be accompanied by joint restrained systems per 7.09.3(25). Where ductile iron pipe is to be joined to existing cast iron pipe of the same nominal size and the outside diameter of the existing cast iron pipe is 0.05 inches or less from the outside diameter of the ductile iron pipe being joined, the pipe shall be joined with a mechanical joint sleeve. Where ductile iron pipe is to be joined to existing cast iron pipe of the same nominal size and the outside diameter of the existing cast iron pipe conforms to AWWA 1908 classifications A, B, C, D, or F, the pipe shall be joined with a transition mechanical joint sleeve having a single-piece casting. Threaded pipe and flanges combinations shall not be used. 11/12/2020 258 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 A-307, 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 Section 9-30.2(2) is a new section and shall read 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 Section 9-30.2(3) is a new section and shall read 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) Steel Pipe Section 9-30.2(4) including title is revised as follows: (******) 9-30.2(4) Spacers and Seals for Casing Pipe 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 11/12/2020 259 spacer. Securing the spacer to the water main shall be in accordance with the manufacturer’s instruction. The height of the risers and runners combined shall be sufficient to keep the carrier pipe bell, couplings or fittings at least 0.75 inch from the casing pipe wall at all times and provide at least 1-inch clearance between the runners and the top of the casing wall, to prevent jamming during installation. Acceptable spacers and end seals manufacturers are Pipeline Seal and Insulator model S12G-2 for stainless steel and model C12G-2, C8G-2 for fusion-bonded and coated steel, Cascade Waterworks Mfg. Co., Advance Products & Systems, Inc. or approved equal. 9-30.2(6) Restrained Joint Section 9-30.2(6) including title is revised as follows: (******) 9-30.2(6) Restrained Joint Pipe and Fittings Restrained joints (RJ) ductile iron pipe and fittings, where required on the plans, shall be flexible after assembly and be able to be disassembled. Restrained joints shall meet the following criteria: 1. The restrained joint shall have a positive metal to metal contact locking system without the use of gripping teeth. Gaskets for push-on joint pipe with integrally molded steel or metal teeth or locking segments shall not be allowed as substitutes for restrained-joint pipes. 2. The joint restraint system for the pipe shall be the same as the joint restraint system for the pipe fittings, except as provided in item 3 below. 3. Where restrained joint fittings required on the plans cannot be furnished or where restrained jointed fittings are required in areas that are known to be subject to location adjustments, the Contractor may submit a lay plan showing mechanically jointed fittings with wedge restraint glands for approval. Mechanically jointed pipe with wedge restraint glands shall not be substituted for restrained joint pipe. Wedge Restraint Glands Wedge restraint glands shall conform to AWWA C111, ASTM A 536-80 Grade 65-42-12. All bolts and wedges shall be ductile iron. Wedge shall be heat-treated to a minimum 370 BHN. Wedge restraint glands shall be rated for 350 psi for pipe 12 inch in diameter and smaller. 9-30.2(7) Bolted, Sleeve-Type Couplings for Plain End Pipe Section 9-30.2(7) is revised as follows: (******) Transition couplings, reducing couplings, transition reducing couplings, sleeves, flexible couplings for water main shall be compression type by pipe manufacturer: Romac or Ford or approved equal. Bolts and nuts shall be high strength, low alloy steel, corrosion resistant per AWWA C111. Stainless steel bolts require anti-seize compound. Heavy hex nuts shall be used. 11/12/2020 260 The long body pattern with a minimum center ring or center sleeve length of 12-inches for pipe less than 12 inches in diameter and equal to or greater than the pipe diameter for pipe greater than 12 inches in diameter. Solid sleeves (greater than 12-inch diameter) shall be a 15-inch minimum length. 9-30.3 Valves Section 9-30.3 is supplemented and revised 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 raided and legible letters on the valve body. All valves shall be NSF approved and valve bodies shall be ductile iron. All valves shall be stamped with “NSF APPROVED” and “DI”. Where a valve is required to operate in a higher-pressure environment than the Class of valve specified in Section 9-30.3, the class of valve shall be as specified in the Contract. 9-30.3(1) Gate Valves (3 inches to 16 inches) Section 9-30.3(1) is supplemented and revised as follows: (******) All valve material shall be new and undamaged. Unless otherwise approved by the Engineer, the same manufacturer of each item shall be used throughout the work. All gate valves shall be ductile iron body, bronze mounted, resilient seat, non-rising stem and shall be equipped with a standard two (2) inch square operating nut and O-ring stem seals. Valves shall open counterclockwise when viewed from above. Valves shall be designed for a minimum water operating pressure of 200 PSI. Resilient seated gate valves shall be manufactured to meet or exceed the requirements of AWWA Standard C-509 and C-515 latest revisions. Valve ends shall be mechanical joints, flanged joints or mechanical by flanged joints as shown on the project plans. Where restrained joints are called out, valve ends shall be flanged with appropriate flange by restrained joint adapters. All gate valves shall include an 8" x 24" cast iron gate valve box and extensions, as required. A valve stem extension is required where the valve operating nut is more than 3 feet below finished grade. Valve stem extensions are to be a minimum of 1 foot with only one extension per valve in shall be installed in accordance to the City of Renton standard plans. Acceptable gate valves are Clow, M & H/Kennedy, American Flow Control (ACIPCo), Pratt/Mueller, US Metroseal or approved equal in sizes 16 inches and less. Approval of valves other than models specified shall be obtained prior to bid opening. 11/12/2020 261 9-30.3(3) Butterfly Valves Section 9-30.3(3) is supplemented and revised as follows: (******) In addition to the requirements of section 9-30.3, water main butterfly valves shall conform to AWWA C504 and shall be Class 150B. The valve shall be short-body type and shall have flanged ends. Flanged ends shall be sized and drilled in conformance with ANSI B16.1 Class 125. Valve shall be suitable for direct bury and shall have a stem extension with AWWA 2-inch square operating nut and suitable valve box. All butterfly valves bodies and discs shall be ductile iron. The butterfly valves shall be manufactured by Henry Pratt Company, Mueller, DeZurick, Mosser Valve Division of Olsen Technologies, Dresser 450, Pratt Groundhog or approved equal. 9-30.3(4) Valve Boxes Section 9-30.3(4) is supplemented and revised as follows: (******) Valve boxes shall be installed on all buried valves. The box and lid shall be cast iron, 2-piece slip type with cast iron extension as necessary, conforming to the City of Renton latest standard plans. The cover shall have the word “WATER” cast in it and shall have cast-iron “ears” installed in the direction of the main. Valve box extension pieces shall be provided for valves with groundcover in excess of the depth of the standard valve box. Acceptable manufacturers of valves boxes and covers are Olympic Foundry, Inc., EJCO, Rich (Varnish Casting Corp.) 9-30.3(5) Valve Marker Posts Section 9-30.3(5) is supplemented and 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 Section 9-30.3(6) is supplemented and revised as follows: (******) Valve stem extensions shall have a 2-inch square operating nut and self-centering rockplate. A valve stem extension is required where the valve operating nut is more than 3 feet below finished grade. Valve stem extensions are to be a minimum of 1 foot with only one extension per valve in shall be 11/12/2020 262 installed in accordance to the City of Renton standard plans. 9-30.3(7) Combination Air Release/Air Vacuum Valves Section 9-30.3(7) is supplemented and revised as follows: (******) Combination air release/air vacuum valves shall comply with the requirements of ANSI/AWWA C512. Air and vacuum release valves shall be APCO No. 143C- Valve and Primer Corp, "Heavy-Duty," combination air release valve, Val-Matic No. 201C, Crispin UL10 or approved equal. Installation shall be per the City of Renton Standard Plans, latest revision. Piping and fitting shall be copper or brass. Location of the air release valve as show on the plans is approximate. The installation shall be set at the actual high point of the line. 9-30.3(8) Tapping Sleeve and Valve Assembly Section 9-30.3(8) is supplemented and revised as follows: (******) Tapping sleeves shall be cast iron, ductile iron, or epoxy coated steel. Bolt and nuts shall be Cor-Ten or stainless steel. 9-30.3(9) Blow-Off Assembly Section 9-30.3(9) is a new section: (******) Installation of blow-off assembly shall be per City of Renton Standard Plans, latest revision. Pipe and fittings shall be galvanized. Blow-off assembly shall be installed at location(s) shown on the plans. Temporary blow-off assembly on new dead-end water main shall be installed at location shown on the plans. Temporary blow-off assemblies for testing and flushing of the new water mains will not be included under this item and shall be considered incidental to the contract and no additional payment shall be made. 9-30.5 Hydrants Section 9-30.5 is supplemented and 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. 11/12/2020 263 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 Section 9-30.5(1) is revised as follows: (******) Hydrant end connections shall be mechanical joint connection unless otherwise specified in the description of the bid of proposal. 9-30.5(2) Hydrant Dimensions Section 9-30.5(2) is replaced with the following: (******) Fire hydrants shall have a valve opening with minimum diameter of 5-1/4 inches, “O” ring stem seal, two 2-1/2 inches National Standard Thread (N.S.T.) hose nozzle connections, one 4-inches pumper port connection with City of Seattle standard threats and with a 4.875” Seattle thread x 5” Storz adapter attached with a 1/8” stainless steel cable. The shoe connection and hydrant connection inside pipe size and auxiliary gate valve shall be 6 inches, mechanical joint with lugs. The operating nut and port cap nuts are 1-1/4-inch pentagonal. 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. 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 Plans for fire hydrants, latest revisions. 9-30.6 Water Service Connections (2 Inches and Smaller) 9-30.6(3) Service Pipes 9-30.6(3)B Polyethylene Pipe Section 9-30.6(3)B is revised to read as follows: (******) Polyethylene pipe shall not be used. 11/12/2020 264 9-30.6(3)D Corrosion Protected Copper Tubing Section 9-30.6(3)D is a new section and read as follows: (******) Service lines crossing SPU distribution mains shall be Kamco or approved equal Copper Tubing meeting the requirements of ASTM B88, Type K rating and polyethylene coating. Coating shall be factory applied and shall be blue in color. 9-30.6(4) Service Fittings 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 Section 9-30.6(5) has been supplemented as follows: (******) Meter setters shall be installed per the City of Renton Standard Plans for water meters, latest revision. 9-30.6(7) Meter Boxes Section 9-30.6(7) has been supplemented as follows: (******) Meter boxes shall be installed per the City of Renton Standard Plans for water meters, latest revision. 9-30.7 Corrosion Protection Section 9-30.7 is a new section and reads as follows: (******) 9-30.7(1) Definitions A. AWG: American Wire Gauge B. Ferrous Metal Pipe/Fitting: Any pipe and/or fitting made of steel or iron and pipe containing steel or iron as a principal structural element, except reinforced concrete. C. Lead, Lead Wire, Bonding Jumpers, Cable: Insulated copper conductor, the same as wire. D. NACE International: National Association of Corrosion Engineers 11/12/2020 265 9-30.7(2) Test Stations The corrosion monitoring test stations heads shall be constructed of high strength polycarbonate, BLUE in color. The mounting hardware shall be stainless steel or nickel-plated brass. Polyethylene support post. The test station shall be a flush type and installed level with grade. The test station shall have a 6-inch thick x 1.5-foot square concrete slab poured around it to provide protection against damage. Acceptable Manufactures: 1. Cott, model Flush Fink and CottPipe 2. Approved equal The concrete pad surrounding the flush mounted test station shall be constructed of high strength concrete, Quikrete Concrete Mix Product No. 1101 or approved equal 9-30.7(3) Jumper Bond Cable and Test Lead Wires Jumper bond cables installed across pipeline joints and in-line pipeline equipment shall be #2 AWG stranded conductor with HMWPE type insulation. Cables must be marked with conductor size and insulation type. For flexible joint bonds, a #10 AWG insulated cable shall be used to make the flexible or expansion coupling electrically continuous with the rest of the pipeline. Corrosion monitoring test lead wires shall include #12 and #8 AWG stranded copper conductors with TW type insulation. Test leads connected to the City of Renton ductile iron water main shall have blue insulation and test leads connected to the SPU piping shall have white insulation. 9-30.7(4) Wire Connectors Use pressure ring type terminal connectors for making wire connections on the terminal board. 9-30.7(5) Copper-Copper Sulfate Reference Electrode Use A stationary reference electrode shall be installed adjacent to the piping as shown on the project drawings. The electrode shall have the following properties: 1. Reference electrode assembly shall be prepackaged with a non-polarizing low resistance backfill media. 2. Stability shall be ± 10 millivolts with a 3.0 microamp load. 3. Minimum 20-year in-service life. 4. Lead wire shall be #14 AWG with RHH/RHW type insulation, yellow in color with length as required. Splices in the reference electrode lead wire will not be allowed. 5. Acceptable stationary reference electrode manufacturers: 11/12/2020 266 a. GMC Electric, model CU-1-UG b. Electrochemical Devices, Incorporated, model UL-CUG 9-30.7(6) Thermite Welding Material Wire sleeves, welders, and weld cartridges according to the weld manufacture’s recommendation for wire size and pipe diameter. Welding materials and equipment shall be the product of a single manufacture. Interchanging materials of different manufactures will not be acceptable. NOTE: Thermite weld charges and graphite molds must be manufactured for use on ductile iron piping material. Adapter sleeves as required to match welder size and wire size. Prefabricated factory sleeve joint bonds or bond wires with formed sleeves in the field are acceptable. Attach field formed sleeves with the appropriate size and type hammer die furnished by the thermite weld manufacture. Manufactures: 1. Erico Products, Inc., (Cadweld), Cleveland, OH 2. Continental Industries, Inc. (Thermo-Weld), Tulsa, OK The thermite weld cap with coating and suitable primer shall be type Handy Cap with Royston Primer 747, as manufactures by Royston Laboratories, Inc. or approved equal. 9-30.7(7) Drain Anode A single prepackaged zinc drain anode shall be installed at each City of Renton/SPU crossing. The purpose of this anode is to shunt any stray current that may be imposed on the City of Renton water pipeline. The anode shall have the following properties: 1. ASTM B-418 Type II. 2. Ingot dimensions: 2-inch x 2-inch x 30-inch long, bare weight 30 pounds, nominal. 3. Prepackaged dimensions: 5-inch x 38-inch, 70- pounds, nominal. 4. Lead wire shall be #12 AWG with RHH/RHW type insulation, yellow in color with length as required. Splices in the reference electrode lead wire will not be allowed. Element Content Lead, maximum 0.003% Iron, maximum 0.0014% Cadmium 0.003% Copper, maximum 0.002% Aluminum 0.005% Zinc Balance 11/12/2020 267 9-30.7(7) Cathodic Protection Anodes The galvanic anodes shall be high potential cast magnesium. The anode ingot shall be nominal 2.75 inches in diameter, 60-inches long, and weigh 20 pounds. Each anode shall be prepackaged in a mixture containing 75% hydrated gypsum, 20% bentonite, and 5% sodium sulfate. The anode lead wire shall be #10 AWG stranded or solid copper wire with THHN or THWN type insulation, black. The high potential magnesium anodes will meet the following compositional analysis: Element Content Aluminum 0.01 % max Manganese, minimum 0.50 – 1.3% Silicon, maximum 0.05% Copper, maximum 0.02% Iron, maximum 0.03% Nickel, maximum 0.001% Total Other Impurities, maximum 0.05% Magnesium Balance STANDARD PLANS Standard Detail Table of Contents TRANSPORTATION: No. Title Version 101 Cement Concrete Curbs 9/7/17 101.1 Cement Concrete Curb Installation at Catch Basin 3/5/15 102 Cement Concrete Sidewalk 10/9/17 103 Curb and Gutter Replacement Detail 6/12/12 104 Cement Concrete Driveway Entrance – C1, C2, C3, C-Max 11/21/14 104.2 Cement Concrete Driveway Entrances – Notes and Details 11/21/14 106 Typical Construction and Adjustment of Manhole Risers 10/10/17 109 Channelization Markers Detail No Date 110 Typical Transverse Patch for Flexible Pavement or Rigid Pavement with Overlay 10/18/17 110.1 Typical Longitudinal Patch for Flexible Pavement or Rigid Pavement with Overlay 10/18/17 110.2 Required Saw cut, Grind and Overlay for Longitudinal Trenches 10/18/17 117.2 Arterial & Downtown Street Decorative Pedestrian Luminaire Pole Details Not Dated 117.3 Luminaire and Mounting Bracket Detail Not Dated 117.4 Arterial & Downtown Street Decorative Pedestrian Luminaire Pole Details Not Dated 119 Luminaire Electrical Wiring System 5/22/19 120 Luminaire Concrete Pad/Sidewalk and Junction Box Concrete Pad 3/13/19 127 Thermoplastic/Painted Crosswalk 6/11/12 128 Thermoplastic/Painted Parallel Crosswalk 5/25/16 129 Sign Mounting on Single Metal Post 9/28/16 SURFACE WATER: No. Title Version 200.00 Catch Basin Type 1 9/28/18 200.10 Catch Basin Type 1L 9/28/18 201.00 Catch Basin Type 2 9/28/18 202.00 Catch Basin Installation 9/28/18 204.00 Rectangular Frame 9/28/18 204.20 Rectangular Vaned Grate 9/28/18 204.30 Rectangular Bi-Directional Vaned Grate 9/28/18 204.50 Storm Round Frame and Cover 9/28/18 204.60 Miscellaneous Details for Drainage Structures 9/28/18 214.00 Silt Fence 9/28/18 216.30 Catch Basin Insert 9/28/18 220.00 Pipe Zone Bedding and Compaction – Rigid Pipe 9/28/18 220.10 Pipe Zone Bedding and Compaction – Flexible Pipe 9/28/18 WATER No. Title Version 300.1 Connect to Water Main with Tapping Tee & Valve 3/2010 300.2 Connection to Water Main Cut In-Line Tee & One Valve 3/2010 300.3 Connection to Water Main Cut In-Line Tee & Two Valves 3/2010 300.6 Poly Pig Station for Cleaning of Water Mains 3/2010 310.1 Fire Hydrant Assembly 3/2010 310.3 Hydrant Marker Layout 3/2010 320.1 ¾” and 1” Water Service 11/2009 320.2 2 and 1 ½” Water Service Located in Planting Strip 3/2010 320.3 2 and 1 ½” Water Service Located in Right of Way Behind Sidewalk 2/2010 320.4 3”, 4” & 6” Compound Domestic Water Meter Assembly 3/2010 330.1 Valve Box, Marker & Operating Nut Extension 3/2010 330.2 Concrete Blocking for Horizontal and Downward Vertical Bends 3/2010 330.3 Concrete Blocking for Vertical Fittings 3/2010 330.5 Shackle Rods and Tie Bolts 3/2010 340.1 2” Blow-Off Permanent Assembly 3/2010 340.2 2” Blow-Off Temporary Assembly 3/2010 340.3 1” Air & Vacuum Release Assembly 3/2010 WASTEWATER: No. Title Version 400.1 Standard Sanitary Manhole 10/26/20 400.5 Abandon Manhole 10/26/20 401.1 Manhole Frame and Cover 10/26/20 402.2 Inside Drop Connection for Sanitary Manhole 10/26/20 403.1 8” or 6” Cleanout for Sanitary Sewer 10/26/20 405 Pipe Bedding for Sanitary Sewers 10/26/20 406.1 Standard Side Sewer Installation (Sewer Main to Property Line) 10/26/20 407 Typical Side Sewer Connection for Sewer Main Replacement 10/26/20 410 Air Test Table (Low Pressure) for Sanitary Sewers 10/26/20 412 Casing Pipe for Main Lines & Laterals 10/26/20 MISCELLANEOUS: No. Title Version H031 Monument Case & Cover 2/1/89 WSDOT: No. Title Version F-40.12-03 Parallel Curb Ramp Current F-40.14-03 Combination Curb Ramp Current F-40.15-03 Perpendicular Curb Ramp Current F-45.10-02 Detectable Warning Surface Current M-3.40-04 Two-Way left-Turn and Median Channelization 9/25/20 M-11.10-03 Railroad Crossing Layout 8/7/19 M-24.40-02 Symbol Markings ~ Traffic Arrows for Low Speed Roadways 4/20/15 BID ITEM(INCLUDES SIDEWALK RAMPS) 8'MIN. VARIES(SEE NOTE 7) - 6'MIN. SEE NOTE 8) SEE NOTE 8) 10 LF OF PAVED DRIVEWAY REQUIRED , 3/8'EXPANSION JOINT(TYP.) SEE STD.PLAN 102) CEMENTCONCRETESIDEWALK ISEE NOTE 5 M.II-o SEE NOTE 7 CEMENT CONCRETERAMPWITH12H:1V B RB TSLOPE(TVP.) CU( SEE& NOTEGUTER 3) 3/8'CONTRACTION JOINT(TYP.) SEE STD.PLAN 102) PLAN VIEW TYPE C3 SHOWN,Cl&C2&C-MAX SIMILAR) SEE NOTE 9) VARIES SEE NOTE 10) 8.3%MAX.SEE NOTE 8(TP). as,sana" 6"1"1361 ME mminr 10'MIN. 10'MIN. CEMENT CONCRETE 10"MIN. SIDEWALK 3/8"EXPANSION JOINT(TYP.) SECTION OA (SEE STD.PLAN 102) SIDEWALK WIDTH 10%DIFFERENCE IN SLOPE MAX— 1/2'R(TYP.) 0 DRIVEWAY W/'•SINE SLOPE(SLOPE SHOWN EXAGGERATED) 1.5% Aft1.5% 1 V DRIVEWAY WM 10'MIN. . IDRIVEWAYW/RELATIVE SEE DETAIL ON STD PLAN 104.2NEGATIVESLOPE(SLOP SHOWN EXAGGERATED) SECTION O s T CEMENT CONCRETE p: , CURB&GUTTER SEE NOTE 3) F OLITHIC CEMENT i,j AIL,STD.PIAN 104.2) CONCRETESIDEWALK TYPE C2-ISOMETRIC VIEW For NOTES see STD.PLAN 104.2 1' Y 0 STD. PLAN - 104 ER . PUBLIC WORKS CEMENT CONCRETE DRIVEWAY ' PPRO D:DEPARTMENT ENTRANCE - TYPES Cl, C2, tNT C3, and C-MAX i ii,i !A 01/ Gregg Zimmerman,Public Works Administrator PATCHED AREA i A q COVER COVER PER STD PLAN 401 SEE NOTE 9) SEAL WITH AR 4000 OR APPROVED EQUAL AND DRY SAND AFTER P L A N PATCHING NTS OUTSIDE DIAMETER OF SEE NOTE 9) ADJUSTMENT RING AND x SEE NOTE 2 X gOTTOM OF FRAME t---- MORTAR JOINT(S) (3/8" MIN.-2" MAX.) ADJUSTMENT RING (1" MIN.). SEE SEE NOTE 3 AND SPECIAL PROVISION NOTE 6. 7-05.3(1). SECTION A-A NOTES 1. REMOVE PAVEMENT AND BASE MATERIALS FOR A DISTANCE 5. CONSTRUCTION AND ADJUSTMENT SHALL BE PERFORMED WHICH IS EQUAL TO THE DIAMETER OF THE FRAME PLUS ONE ONLY BY A JOURNEYMAN MASON. FOOT(MIN.). ADJUST CASTING FRAME TO PAVEMENT SURFACE USING RISER RINGS AND MORTAR. 6. ADJUSTMENT OF THE FRAME TO GRADE SHALL BE ACCOMPLISHED WITH ADJUSTMENT RINGS AND MORTAR ONLY. 2. REPLACE EXCAVATED MATERIAL WITH A MINIMUM OF 8"OF THE USE OF SHIMS IS PROHIBITED. HMA CLASS"PG 64-22(OR TO A DEPTH THAT S 2"BELOW THE BOTTOM OF THE UPPER ADJUSTMENT RING WHICHEVER 7• FRAME SHALL BE ADJUSTED TO PAVEMENT GRADE BY IS GREATER)OR AS APPROVED BY THE ENGINEER. TAPPING UNTIL FRAME IS FLUSH WITH PAVEMENT AS DETERMINED WITH A STRAIGHT EDGE OF SUFFICIENT LENGTH. 3. ADJUSTMENT RINGS AND FRAME SHALL BE FULLY BEDDED IN MORTAR.MORTAR SHALL BE ASTM C270 FOR TYPE S. 8. ALL MORTAR JOINTS SHALL BE TRIMMED FLUSH AND REMAIN VISIBLE UPON COMPLETION. 4. MORTAR SHALL BE MIXED AND APPLIED PER MANUFACTURERS DIRECTIONS. 9. X=1'-0"MIN.TO 2'-6"MAX.-PER ENGINEER'S INSTRUCTION STD. PLAN - 106 j PUBLIC WORKS TY'CAL CONSTRUCTION A ROVED: al' DEPARTMENT AND ADJUSTMENT OF flMANNOLERISER3 e o r>tor DA E 1 1 VARIES 1 1 MIN MIN MIN I MIN SPECIAL NOTE: T < } x , 4 IN THE EVENT TRANSVERSE PATCHES EXIST I ; WITHIN THE AFFECTEO STREET, THE LENGTH I I IOFTHEPATCHSHALLBEEXTENDEDTO INCLUDE ANY EXISTING PATCH WITHIN 10 j FEET OF THE EDGE OF THE PATCH REQUIRED iFORTHENEWCROSSINGANDANYf . . SUBSEQUENT PATCH EDGE WITHIN 70 FEE7 OF THE EDGE OF THE SECOND PATCH AND SO ON UP TO A TOTAL OF 300 FEET. I FACE OF GUTTER OR i I EDGE OF PAVEMENT k -=f-- a ; TRAFFIC FLOW 2" HMA I r a d` i i CENTER LINE ORILANELWE 2" TO 8" HMA i I 6.5' MIN. 2" DEPTH OF PLANING OR SAWCUT AND REMOVE VARIES: 6.5' MIN. DEPTH OF EXISTING PAVEMENT MIN I MIN VARIES { MIN I MINI 2" SAWCUT AND REMOVE OR PLANE, SEAL WITH 2" - 6" MIN. HMA (SEE NOTE 2) AR-4000W EACH SIDE) 6" CRUSHED SURFACWG TOP COURSE (CSTC) 2" HMA 9-03.9(3)) PER WSDOT STANDARO SPECIFICATIONS, COMPACTED TO 95% MODIFIED PROCTOR. SAWCUT AFTER BACKFILL EACH SIDE) CSTC, BANK RUN GRAVEL FOR TRENCH BACKFILL 9-03.19), GRAVEL BORROW (9-03.14(1)) PER WSDOT STANDARD SPECIFICATIONS OR NATIVE MATERIAL IF APPROVED IN WRITING BY ENGINEER BASED ON GEOTECH REPORT, COMPACTED TO 95% MODIFIED PROCTOR. WIDTH OF TRENCH AS RE UIRED BY SIZE OF PROPOSED IMPROVEMENT (SEE WSDOT STANDARD SPECIFICATION 2-09.4) PLUS AN ALLOWANCE FOR ANY SHORING. SHORING, IF PIPE ZONE BEDDING. MATERIAL- SEE STANDARDNEEDED, SHALL MEET THE REQUIREMENTS OF WSDOT PLAN 110.1. STANDARD SPECIFICATION 7-08.3(1)B TRENCH WIDTH FOR NOTES, SEE STANDARD PLAN 110.1 TYPICAL TRANSVERSE PATCH FOR p - 110 PUBLIC WORKS FLEXIBLE PAVEMENT OR RIGID F'}'R 'E;D DEPARTMENT u j,.,, PAVEMENT WITN OVERLAY r T VARIES: 4.5' MIN. LANE LINE MARKING SAWCUT AFTER BACKFILL DEPTH OF EXISTING PAVEMENT 2" - 6" HMA 5EE NOTE 2) EDGE OF PAVEMENT, EDGE OF CURB & GUTTER, OR MIN. MIN. CENTER OF LANE MARKING 2" HMA (SEE NOTE 2) 6" CRUSHED SURFACING TOP COURSE CSTC) (9-03.9(3)) PER WSDOT STANDARD 2" SAWCUT AND REMOVE SPECIFCATIONS, COMPACTED TO 95% OR PLANE, SEAL WITH MODIFIED PROCTOR AR-4000W CSTC, BANK RUN GRAVEL FOR TRENCH BACKFILL 9-03.19), GRAVEL BORROW (9-03.14(1)) PER WSDOT STANDARD SPECIFICATIONS OR NATIVE MATERIAL IF APPROVED IN WRITING BY ENGINEER BASED ON GEOTECH REPORT, COMPACTED TO WIDTH OF TRENCH AS REQUIRED BY SIZE OF 95 MODIFIED PROCTOR. PROPOSED IMPROVEMENT (SEE WSDOT STANDARD SPECIFICATION 2-09.4) PLUS AN PIPE ZONE BEDDING MATERIAL AND COMPACTION AS ALLOWANCE FOR ANY SHORING. SHORING, IF REQUIRED BY THE WSDOT STANDARD 5PECIFICATIONS NEEDED, SHALL MEET THE REQUIREMENTS OF FOR THE TYPE OF IMPROVEMENT INSTALLED, EXCEPT: WSDOT STANDARD SPECIFICATION 7-08.3(1)B * FOR STORM AND WATER PIPE, PER STD PLAN 220.0 FOR SANITARY SEWER, PER STD PLAN 405 TRENCH WIDTH * FOR JOINT UTILITY TRENCH, SAND WITH 95 PASSING A #4 SIEVE AND LESS THAN 5 PASSING A #200 SIEVE NOTES: 1. WHEN EXISTWG PAVEMENT IN A LANE REQUIRING A FULL WIDTH REPLACEMENT IS BROKEN OR DETERIORATED TO A PAVEMENT CONDITION INDEX RATING OF 70 OR LESS, THE EXISTING PAVEMENT IN THAT LANE, AND FOR THAT DISTANCE SO CLASSIFIED, SHALL BE REMOVED AND REPLACED WITH HMA MATCHING THE DEPTH USED IN THE EXISTING STREET OR THE DEPTH PER CITY STANDARD, WHICHEVER IS GREATER. 2. PRINCIPAL/ MINOR/COLLECTOR, ARTERIAL, & INDUSTRIAL ACCESS STREETS - MATERIAL AND THICKNESS SHALL BE HMA CL " PG 64-22 AND MATCH EXISTING THICKNESS AND IN NO CASE LESS THAN 6". RESIDENTIAL ACCESS STREETS - HMA CL " PG 64-22. THE THICKNESS SHALL BE THAT OF THE EXISTING PAVEMENT SECTION AND IN NO CASE LESS TNAN 4". 3. WHEN THE "SAWCUT AFTER BACKFILL" ENCROACHES INTO AN ADJACENT LANE, CURB & GUTTER OR SHOULDER, THE AFFECTED LANE SHALL BE PLANED AND OVERLAID WITH HMA FULL WIDTH, THE CURB & GUTTER SHALL BE REMOVED AND REPLACED, OR THE SHOULDER SHALL BE PLANED OR REMOVED AND OVERLAID WITH HMA. 4. IF TRENCH UNDERMINES EXISTING SIDEWALK AND/OR CURBS, THEN THE SIDEWALK AND/OR CURB SHALL BE REPLACED FROM EXPANSION JOINT TO EXPANSION JOINT. 5. IF TRENCHING THROUGH EXISTING DRNEWAY OR SIDEWALK RAMP, THE DRIVEWAY OR SIDEWALK RAMP SHALL BE REPLACED TO MEET ADA STANDARDS. TYPICAL LONGITUDINAL PATCH S"PD. PLAN - 110.1 PUBLIC WORKS FOR FLEXIBLE PAVEMENT OR P1'R ;1;D DEPARTMENT RIGID PAVEMENT WITH OVERLAY o LANE ] LAt E LANE i f t ii 1 : f I f l j 4 INITIAL 2" DEEP SAWCUT OR GRIND, AND LIMIT OF FINAL OVERLAY. GRIND AND PAVE r FULL STREET WIDTH OVERLAY REQUIRED. J 'r t 1 J f/ t I ce: t(. p_. 2: t -, / . -I / t' If r .. }t , 1 i f 1` I t f EDGE OF EXISTING PAVEMENT 11 EDGE OF TRAVELED LANE (EDGE STRIPE) t VARIES: 4.5' MIN. (SEE STD PLAN 110.1)f I CENTER OF ANY MARKED LANE LINE, PROVIDE NEW CHANNELIZATION AFTER OVERLAY F t1 i r SECONDARY FULL DEPTH SAWCUT FOR 4 PROPOSED TRENCH t f I INITIAL 2" DEEP SAWCUT OR GRIND, AND f LIMIT OF FINAL OVERLAY. GRIND AND PAVE FULL STREET WIDTH OVERLAY REQUIRED CANE LAtV LANE r ___ _0 i __ FOR TYPICAL SECTION AND NOTES SEE STANDARD PLAN 110.1 3TD. PLAN - 110.2 PUBLIC WORKS REQUIRED SAWCUT, GRIND AND ppR' 'I,D: DEPARTMENT OVERLAY FOR LONGITUDINAL TRENCHES Q - DocuSign Envelope ID: F41B6C7D-1A89-4D3E-83C3-E2F0224FAF96   PRECAST BASE SECTION SEE NOTE 1 NOTES: 1.AS ACCEPTABLE ALTERNATIVES TO THE REBAR SHOWN IN THE PRECAST BASE SECTION, FIBERS (PLACED IN ACCORDANCE WITH STANDARD SPECIFICATION 9-05.50(9)), OR WIRE MESH HAVING A MINIMUM AREA OF 0.12 SQUARE INCHES PER FOOT SHALL BE USED WITH THE MINIMUM REQUIRED REBAR SHOWN IN THE ALTERNATIVE PRECAST BASE SECTION. WIRE MESH SHALL NOT BE PLACED IN THE KNOCKOUTS. AS AN ACCEPTABLE ALTERNATIVE TO THE REBAR SHOWN IN THE RECTANGULAR ADJUSTMENT SECTION, WIRE MESH HAVING A MINIMUM AREA OF 0.12 SQUARE INCHES PER FOOT MAY BE USED. 2.THE KNOCKOUT DIAMETER SHALL NOT BE GREATER THAN 20". KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2" MINIMUM TO 2.5" MAXIMUM. PROVIDE A 1.5" MINIMUM GAP BETWEEN THE KNOCKOUT WALL AND THE OUTSIDE OF THE PIPE. AFTER THE PIPE IS INSTALLED, FILL THE GAP WITH JOINT MORTAR IN ACCORDANCE WITH STANDARD SPECIFICATION 9-04.3. 3.THE MAXIMUM DEPTH FROM THE FINISHED GRADE TO THE LOWEST PIPE INVERT SHALL BE 5 FEET. 4.THE FRAME AND GRATE MUST BE INSTALLED WITH THE FLANGE DOWN. 5.THE PRECAST BASE SECTION MAY HAVE A ROUNDED FLOOR, AND THE WALLS MAY BE SLOPED AT A RATE OF 1H:24V OR STEEPER. 6.THE OPENING SHALL BE MEASURED AT THE TOP OF THE PRECAST BASE SECTION. 7.ALL PICKUP HOLES SHALL BE GROUTED FULL AFTER THE INLET HAS BEEN PLACED. USE GROUT TYPE 2 FOR NON-SHRINK APPLICATIONS IN ACCORDANCE WITH STANDARD SPECIFICATION 9-20.3(2). 8.ALL GRADE RINGS AND CASTINGS SHALL BE SET IN MORTAR IN ACCORDANCE WITH STANDARD SPECIFICATION 9-04.3. THEN APPLY MORTAR TO INSIDE AND OUTSIDE OF ALL JOINTS, RINGS, RISERS, AND FRAMES. 9.MORTAR SHALL BE MIXED AND APPLIED PER MANUFACTURER'S DIRECTIONS. 10.FRAME SHALL BE ADJUSTED TO PAVEMENT GRADE BY TAPPING UNTIL FRAME IS FLUSH WITH PAVEMENT AS DETERMINED WITH A STRAIGHT EDGE OF SUFFICIENT LENGTH. 11.ALL MORTAR JOINTS SHALL BE TRIMMED FLUSH AND REMAIN VISIBLE UPON COMPLETION. FRAME AND VANED GRATE RECTANGULAR ADJUSTMENT SECTION 34" 24" 30 20 5" 5" 1", 2", 4", 6", 12", OR 24" ONE #3 BAR HOOP FOR 6" HEIGHT INCREMENT (SPACED EQUALLY), SEE NOTE 1 PIPE ALLOWANCES PIPE MATERIAL MAXIMUM INSIDE DIAMETER REINFORCED OR PLAIN CONCRETE 12" ALL METAL PIPE 15" CPSSP*, STD. SPEC. 9-05.20 12" SOLID WALL PVC, STD. SPEC. 9-05.12(1)15" PROFILE WALL PVC, STD. SPEC. 9-05.12(2) 15" CORRUGATED POLYETHYLENE STORM SEWER PIPE 26", S E E N O T E 6 22SE E N O T E 6 3"4"44" 21" MIN.4" MI N. (T Y P.)3 BAR EACH SIDE 3 BAR EACH WAY 3 BAR EACH CORNER 3 BAR EACH CORNER 18" MIN.3 BAR HOOP ALTERNATIVE PRECAST BASE SECTION CATCH BASIN TYPE 1 STD. PLAN - 200. 00PUBLIC WORKS DEPARTMENT APPROVED: DATEGregg Zimmerman Public Works Administrator UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS)DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 9/28/ REDUCING SECTION 36 20 40" 24" 6" 8" 8" 12" 4"32",SEE N O T E6 28 SE E N O T E 6 4" MI N. (T Y P.)44" 2"PRECAST BASE SECTION SEE NOTE 1 ALTERNATIVE PRECAST BASE SECTION NOTES:1.AS ACCEPTABLE ALTERNATIVES TO THE REBAR SHOWN IN THE PRECAST BASE SECTION, FIBERS (PLACED IN ACCORDANCE WITH STANDARD SPECIFICATION 9-05.50(9)), OR WIRE MESH HAVING A MINIMUM AREA OF 0. 12 SQUARE INCHES PER FOOT SHALL BE USED WITH THE MINIMUM REQUIRED REBAR SHOWN IN THE ALTERNATIVE PRECAST BASE SECTION. WIRE MESH SHALL NOT BE PLACED IN THE KNOCKOUTS. AS AN ACCEPTABLE ALTERNATIVE TO THE REBAR SHOWN IN THE RECTANGULAR ADJUSTMENT SECTION, WIRE MESH HAVING A MINIMUM AREA OF 0.12 SQUARE INCHES PER FOOT MAY BE USED.2.THE KNOCKOUT DIAMETER SHALL NOT BE GREATER THAN 26". KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2" MINIMUM TO 2.5" MAXIMUM. PROVIDE A 1.5" MINIMUM GAP BETWEEN THE KNOCKOUT WALL AND THE OUTSIDE OF THE PIPE. AFTER THE PIPE IS INSTALLED, FILL THE GAP WITH JOINT MORTAR IN ACCORDANCE WITH STANDARD SPECIFICATION 9-04.3.3.THE MAXIMUM DEPTH FROM THE FINISHED GRADE TO THE LOWEST PIPE INVERT SHALL BE 5'.4.THE FRAME AND GRATE MUST BE INSTALLED WITH THE FLANGE DOWN.5.THE PRECAST BASE SECTION MAY HAVE A ROUNDED FLOOR, AND THE WALLS MAY BE SLOPED AT A RATE OF 1H:24V OR STEEPER.6.THE OPENING SHALL BE MEASURED AT THE TOP OF THE PRECAST BASE SECTION.7.ALL PICKUP HOLES SHALL BE GROUTED FULL AFTER THE INLET HAS BEEN PLACED.USE GROUT TYPE 2 FOR NON-SHRINK APPLICATIONS IN ACCORDANCE WITH STANDARD SPECIFICATION 9-20.3(2).8.ALL GRADE RINGS AND CASTINGS SHALL BE SET IN MORTAR IN ACCORDANCE WITH STANDARD SPECIFICATION 9-04.3. THEN APPLY MORTAR TO INSIDE AND OUTSIDE OF ALL JOINTS, RINGS, RISERS, AND FRAMES.9.MORTAR SHALL BE MIXED AND APPLIED PER MANUFACTURER'S DIRECTIONS.10.FRAME SHALL BE ADJUSTED TO PAVEMENT GRADE BY TAPPING UNTIL FRAME IS FLUSH WITH PAVEMENT AS DETERMINED WITH A STRAIGHT EDGE OF SUFFICIENT LENGTH.11.ALL MORTAR JOINTS SHALL BE TRIMMED FLUSH AND REMAIN VISIBLE UPON COMPLETION. FRAME AND VANED GRATE RECTANGULAR ADJUSTMENT SECTION 34" 24" 30 20 5"5"1", 2", 4", 6", 12", OR 24"ONE #3 BAR HOOP FOR 6" HEIGHT INCREMENT (SPACED EQUALLY),SEE NOTE 1 3 BAR EACH CORNER 18" MIN.3 BAR HOOP PIPE ALLOWANCES PIPE MATERIAL MAXIMUM INSIDE DIAMETER REINFORCED OR PLAIN CONCRETE 18" ALL METAL PIPE 21"CPSSP*,STD. SPEC. 9-05.20 18"SOLID WALL PVC,STD. SPEC. 9- 05.12(1) 21"PROFILE WALL PVC,STD. SPEC. 9- 05.12(2) 21"CORRUGATED POLYETHYLENE STORM SEWER PIPE TWO #3 BAR HOOPS 3 BAR EACH SIDE 3 BAR EACH WAY 3 BAR EACH CORNER CATCH BASIN TYPE 1L STD. PLAN - 200. 10 PUBLICWORKS DEPARTMENT APPROVED:DATEGregg Zimmerman Public Works Administrator UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS)DocuSign Envelope ID: 6EECF5B6- 602A-4E4A-B436-A317AA638878 9/28/2018 | NOTES: 1.NO STEPS ARE REQUIRED WHEN HEIGHT IS 4' OR LESS. 2.THE BOTTOM OF THE PRECAST CATCH BASIN MAY BE SLOPED TO FACILITATE CLEANING. 3.THE RECTANGULAR FRAME AND GRATE MUST BE INSTALLED WITH THE FLANGE DOWN. THE FRAME MAY BE CAST INTO THE ADJUSTMENT SECTION. 4.KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2" MINIMUM TO 2.5" MAXIMUM. PROVIDE A 1.5" MINIMUM GAP BETWEEN THE KNOCKOUT WALL AND THE OUTSIDE OF THE PIPE. AFTER THE PIPE IS INSTALLED, FILL THE GAP WITH JOINT MORTAR IN ACCORDANCE WITH STANDARD SPECIFICATION 9-04.3. 5.ALL GRADE RINGS, RISERS, AND CASTINGS SHALL BE SET IN MORTAR IN ACCORDANCE WITH STANDARD SPECIFICATION 9-04.3. 6.WHEN CONNECTING TO A NEW PIPE, USE A FLEXIBLE CONNECTOR (KOR-N-SEAL BOOT WITH CORRUGATED PIPE ADAPTER OR APPROVED EQUAL). WHEN CONNECTING TO AN EXISTING PIPE, USE A FABRICATED SAND COLLAR OF THE SAME MATERIAL AS THE CONNECTING PIPE. 7.MORTAR SHALL BE MIXED AND APPLIED PER MANUFACTURER'S DIRECTIONS. 8.FRAME SHALL BE ADJUSTED TO PAVEMENT GRADE BY TAPPING UNTIL FRAME IS FLUSH WITH PAVEMENT AS DETERMINED WITH A STRAIGHT EDGE OF SUFFICIENT LENGTH. 9.ALL MORTAR JOINTS SHALL BE TRIMMED FLUSH AND REMAIN VISIBLE UPON COMPLETION. CATCH BASIN FRAME AND VANED GRATE PER STD. PLAN 204.00 RECTANGULAR OR CIRCULAR ADJUSTMENT SECTION (TWO SECTIONS MAX.) MORTAR, (TYP.), SEE NOTE 5 FLAT SLAB TOP SEE NOTE 6, TYP. REINFORCING STEEL, (TYP.) GRAVEL BACKFILL FOR PIPE ZONE BEDDING PER WSDOT STD. SPECIFICATION SECTION 9-03.12(3) INTEGRAL BASE PRECAST WITH RISER STEPS OR LADDER 4" MIN. 16" MAX.28" MAX. 48", 54", 60", 72", 84", 96", 120" OR 144" 12" (TYP.) 24" MIN. 12" MAX. 1" MIN. 2.5" MAX. 12" 6" 15' MAX. FOR MAINTENANCE SEPARATE BASE PRECAST O" RING 12" 6" CATCH BASIN DIMENSIONS CATCH BASIN DIAMETER MIN. WALL THICKNESS MIN. BASE THICKNESS MAXIMUM KNOCKOUT SIZE MINIMUM DISTANCE BETWEEN KNOCKOUTS 48"4"6"36"8" 54"4.5"8"42"8" 60"5"8"48"8" 72"6"8"60"12" 84"8"12"72"12" 96"8"12"84"12" 120"10"12"96"12" 144"12"12"108"12" PIPE ALLOWANCES CATCH BASIN DIAMETER PIPE MATERIAL WITH MAXIMUM INSIDE DIAMETER CONCRETE ALL METAL CPSSP 1 SOLID WALL PVC 2 PROFILE WALL PVC 3 48"24"30"24"30"30" 54"30"36"30"36"36" 60"36"42"36"42"42" 72"42"54"42"48"48" 84"54"60"54"48"48" 96"60"72"60"48"48" 120"66"84"60"48"48" 144"78"96"60"48"48" 1 CORRUGATED POLYETHYLENE STORM SEWER PIPE (STD. SPEC. 9-05.20) 2 STD. SPEC. 9-05.12(1) 3 STD. SPEC. 9-05.12(2) CATCH BASIN TYPE 2 STD. PLAN - 201.00 PUBLIC WORKS DEPARTMENT APPROVED: DATEGreggZimmerman Public Works Administrator UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 9/28/2018 | 9:45 AM PDT FRAME AND VANED GRATE ADJUSTMENT SECTION NOTES: 1.THE COVER OR GRATING OF A CATCH BASIN SHALL NOT BE ADJUSTED TO FINAL GRADE UNTIL THE FINAL ELEVATION OF THE PAVEMENT, GUTTER, DITCH, OR SIDEWALK IN WHICH IT IS TO BE PLACED HAS BEEN ESTABLISHED, AND UNTIL PERMISSION THEREAFTER IS GIVEN BY THE ENGINEER TO MORTAR IN PLACE IN ACCORDANCE WITH WSDOT/APWA STANDARD SPECIFICATION 7-05.3. 2.SHIMS SHALL NOT BE USED TO SET FRAME TO GRADE. THE USE OF SHIMS IS PROHIBITED. 3.A CONTINUOUS LAYER OF MORTAR SHALL BE PLACED BETWEEN ADJUSTMENT RINGS AND BRICKS PRIOR TO PLACEMENT. 4.ONLY BY APPROVAL OF THE CITY, THE USE OF BRICKS IS PERMITTED WHERE THE BRICKS ARE STAGGERED TO CREATE A RUNNING BOND OR 12 BOND. 5.BASE SECTION SHALL BE SEALED TO THE BOTTOM AREA OF THE ADJUSTMENT SECTION WITH MORTAR. 6.MORTAR SHALL MEET THE REQUIREMENTS OF WSDOT/APWA STANDARD SPECIFICATION 9-04.3. 7.PICK / LIFTING HOLES ARE TO BE GROUTED WATER TIGHT. USE GROUT TYPE 2 FOR NON-SHRINK APPLICATIONS IN ACCORDANCE WITH STANDARD SPECIFICATION 9-20.3(2). 8.MORTAR SHALL BE MIXED AND APPLIED PER MANUFACTURER'S DIRECTIONS. 9.FRAME SHALL BE ADJUSTED TO PAVEMENT GRADE BY TAPPING UNTIL FRAME IS FLUSH WITH PAVEMENT AS DETERMINED WITH A STRAIGHT EDGE OF SUFFICIENT LENGTH. 10.ALL MORTAR JOINTS SHALL BE TRIMMED FLUSH AND REMAIN VISIBLE UPON COMPLETION. BASE SECTION SEE NOTE 4 CLEAN SURFACE AND BOTTOM AREA. PROVIDE UNIFORM CONTACT. THE SURFACE AREA OF THE BASE SECTION MUST BE MORTARED TO THE BOTTOM AREA OF THE ADJUSTMENT SECTION CATCH BASIN INSTALLATION STD. PLAN - 202.00 PUBLIC WORKS DEPARTMENT APPROVED: DATEGreggZimmerman Public Works Administrator UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 9/28/2018 | 9:45 AM PDT NOTES: 1.THIS FRAME IS DESIGNED TO ACCOMMODATE 20" × 24" GRATES OR COVERS,SEE STANDARD PLANS 204.10, 204.20, 204.30, AND 204.40.2. BOLT-DOWN CAPABILITY IS REQUIRED ON ALL FRAMES, GRATES, AND COVERS, UNLESS OTHERWISE SPECIFIED. PROVIDE TWO HOLES IN THE FRAME THAT ARE VERTICALLY ALIGNED WITH THE GRATE OR COVER SLOTS.THE FRAME SHALL ACCEPT THE 5/8"-11 NC x 2" ALLEN HEAD CAP SCREW BY BEING TAPPED, OR OTHER APPROVED MECHANISM. LOCATION OF BOLT- DOWN HOLES VARIES BY MANUFACTURER.3. REFER TO STANDARD SPECIFICATION 9-05.15(2) FOR ADDITIONAL REQUIREMENTS. GRATE FRAME SEE NOTE 2 RECESSED ALLEN HEAD CAP SCREW 5/ 8" - 11 NC x 2"SECTION A DETAIL TOP ISOMETRIC VIEW BOLT- DOWN HOLE (TYP.) ~ 5/8",11 NC, SEE DETAIL AND NOTE 2 29 1/4"25 1/4"SECTION BOLT-DOWN DETAIL 24 1/4"SEE DETAIL 3/ 4"4 1/2"1 5/8"2 1/2"1 5/8"1 1/4"3/ 4"7/ 8"1/ 8"ARECTANGULAR FRAME STD. PLAN - 204.00 PUBLIC WORKS DEPARTMENT APPROVED: DATEGregg ZimmermanPublic Works Administrator UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS)DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 9/ 28/2018 | 9:45 AM PDT NOTES: ISOMETRIC SECTION B TOPFOUNDRY NAMEDIFLOW SECTION A 1.BOLT-DOWN CAPABILITY IS REQUIRED ON ALL FRAMES, GRATES, AND COVERS, UNLESS OTHERWISE SPECIFIED. PROVIDE TWO HOLES IN THE FRAME THAT ARE VERTICALLY ALIGNED WITH THE GRATE OR COVER SLOTS. THE FRAME SHALL ACCEPT THE 5/8"-11 NC x 2" ALLEN HEAD CAP SCREW BY BEING TAPPED, OR OTHER APPROVED MECHANISM. LOCATION OF BOLT-DOWN HOLES VARIES BY MANUFACTURER. 2.REFER TO STANDARD SPECIFICATION 9-05.15(2) FOR ADDITIONAL REQUIREMENTS. 3.FOR FRAME DETAILS, SEE STANDARD PLAN 204.00. FLOWFLOWBOLT-DOWN SLOT DETAIL SEE NOTE 1 1/2" 3/4" 1 1/4" 5/8" BOLT-DOWN SLOT, SEE DETAIL AND NOTE 1 20" 5" 5" 5" 3" 1" 3" 5" 5" 5" DIRECTION OF FLOW 24" 7 OR 8 EQUAL SPACES 1 5/8" MAX. A BOUTFALL TO STREAM DUMP NO POLLUTANTS 3/8" RECESSED LETTERING RECTANGULAR VANED GRATE STD. PLAN - 204.20 PUBLIC WORKS DEPARTMENT APPROVED: DATEGreggZimmerman Public Works Administrator UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 9/28/2018 | 9:45 AM PDT ISOMETRIC NOTES: SECTION B TOPFOUNDRY NAMEDIFLOW SECTION A 1.BOLT-DOWN CAPABILITY IS REQUIRED ON ALL FRAMES, GRATES, AND COVERS, UNLESS OTHERWISE SPECIFIED. PROVIDE TWO HOLES IN THE FRAME THAT ARE VERTICALLY ALIGNED WITH THE GRATE OR COVER SLOTS. THE FRAME SHALL ACCEPT THE 5/8"-11 NC x 2" ALLEN HEAD CAP SCREW BY BEING TAPPED, OR OTHER APPROVED MECHANISM. LOCATION OF BOLT-DOWN HOLES VARIES BY MANUFACTURER. 2.REFER TO STANDARD SPECIFICATION 9-05.15(2) FOR ADDITIONAL REQUIREMENTS. 3.USE ONLY IN SAGS ON VERTICAL CURVES. 4.FOR FRAME DETAILS, SEE STANDARD PLAN 204.00. FLOWFLOWBOLT-DOWN SLOT DETAIL SEE NOTE 1 1/2" 3/4" 1 1/4" 5/8" BOLT-DOWN SLOT, SEE DETAIL AND NOTE 1 20" 5" 5" 5" 3" 1" 3" 5" 5" 5" 24" 1 5/8" MAX. 4 EQUAL SPACES 4 EQUAL SPACES A BOUTFALL TO STREAM DUMP NO POLLUTANTS 3/8" RECESSED LETTERING RECTANGULAR BI-DIRECTIONAL VANED GRATE STD. PLAN - 204.30 PUBLIC WORKS DEPARTMENT APPROVED: DATEGreggZimmerman Public Works Administrator UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 9/28/2018 | 9:45 AM PDT COVER SECTION VIEW ASTM A48 CL35B00371780MO/ DA/YR X3717C1PTEON BOLTING DETAIL GASKET GROOVE DETAIL FRAME SECTION VIEW COVER BOTTOM VIEW PLAN VIEW DRAINIFCOMADEINUSA EJIW DUMPNO P OL LU T A N T S - DRAINS T O S T REAMR E N T O N NOTES:1.ALL COVERS SHALL BE LOCKING LID PER EJ No. 3717C1 OR APPROVED EQUAL.1/2" LETTERING BOLT HOLES - 3 PLACES EQUALLY SPACED 120° APART ON 23 1/16" DIA. B. C.1 1/4" LETTERING 1) 1" DIA. PICKHOLE 25" DIA.3/ 4"1"2 1/ 2"8 3/4"TYP.) 3) BLT SOC. (ALLEN HEAD)5/8"-11 x 1.5 SS RUBBER WASHER 5/ 8"25 1/4" DIA.26 1/2" DIA.23 3/8" DIA. CL OPEN 27 5/16" DIA.34 1/ 8" DIA.1 1/16"6"1/8" 1/4" 1 1/16"R1/8" 1/4" DIA. NEOPRENE GASKET STORM ROUND FRAME AND COVER PUBLIC)STD. PLAN - 204. 50PUBLIC WORKS DEPARTMENT APPROVED: DATEMartin Pastucha Public Works Administrator UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS)DocuSign Envelope ID: 3B1B34D3-7E0A-476C-ADB3-4329FFE0C108 8/13/ 5" ECCENTRIC CONE SECTION 72" FLAT SLAB TOP RECTANGULAR ADJUSTMENT SECTION CIRCULAR ADJUSTMENT SECTION PREFABRICATED LADDER STEP 84" or 96" FLAT SLAB TOP NOTES: 1.AS AN ACCEPTABLE ALTERNATIVE TO REBAR, WIRE MESH HAVING A MINIMUM AREA OF 0.12 SQUARE INCHES PER FOOT MAY BE USED FOR ADJUSTMENT SECTIONS. 48", 54", or 60" FLAT SLAB TOP 20"x24", 24" DIA., 48" DIA., OR 54" DIA. HOLE 6 BARS @ 7" SPACING 12" 2" (TYP.) 1" MIN. 2 1/2" MAX. 12" (TYP.) 12" 9" 6" 48" MAX. 24" MIN. 5 BARS @ 6" SPACING 20"x24", 24" DIA., 48" DIA., OR 54" DIA. HOLE 8" 2" (TYP.) 1" MIN. 2 1/2" MAX. TYPICAL ORIENTATION FOR ACCESS AND STEPS 6" 9 1/2" MAX. 12" MIN. 48" MIN. 24" MIN. 18" MIN. 42" MAX. 4 BARS @ 6" SPACING 20"x24" OR 24" DIA. HOLE 8" 2" (TYP.) 1" MIN. 2 1/2" MAX. 34" ONE #3 BAR HOOP FOR 6" HEIGHT INCREMENT (SPACED EQUALLY), SEE NOTE 1 34" 24" 30 20 5" 5" 1", 2", 4", 6", 12", OR 24" ONE #3 BAR HOOP FOR 6" HEIGHT INCREMENT (SPACED EQUALLY), SEE NOTE 1 1", 2", 4", 6", 12", OR 24" MISCELLANEOUS DETAILS FOR DRAINAGE STRUCTURES STD. PLAN - 204.60 PUBLIC WORKS DEPARTMENT APPROVED: DATEGreggZimmerman Public Works Administrator UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 9/28/2018 | 9:45 AM PDT 1.CONDITIONS OF USE 1.1.SILT FENCE MAY BE USED DOWNSLOPE OF ALL DISTURBED AREAS. 1.2.SILT FENCE IS NOT INTENDED TO TREAT CONCENTRATED FLOWS, NOR IS IT INTENDED TO TREAT SUBSTANTIAL AMOUNTS OF OVERLAND FLOW. ANY CONCENTRATED FLOW MUST BE CONVEYED THROUGH THE DRAINAGE SYSTEM TO A SEDIMENT TRAP OR POND. 2.DESIGN AND INSTALLATION SPECIFICATIONS 2.1.THE GEOTEXTILE USED MUST MEET THE STANDARD LISTED BELLOW. A COPY OF THE MANUFACTURER'S FABRIC SPECIFICATIONS MUST BE AVAILABLE ON SITE. 2.2.STANDARD STRENGTH FABRIC REQUIRES WIRE BACKING TO INCREASE THE STRENGTH OF THE FENCE. WIRE BACKING OR CLOSER POST SPACING MAY BE REQUIRED FOR EXTRA STRENGTH FABRIC IF FIELD PERFORMANCE WARRANTS A STRONGER FENCE. 2.3.WHERE THE FENCE IS INSTALLED, THE SLOPE SHALL NOT BE STEEPER THAN 2H:1V 2.4.IF A TYPICAL SILT FENCE IS USED, THE STANDARD 4"X4" TRENCH MAY BE REDUCED AS LONG AS THE BOTTOM 8 INCHES OF THE SILT FENCE FABRIC IS WELL BURIED AND SECURE IN A TRENCH THAT STABILIZES THE FENCE AND DOES NOT ALLOW WATER TO BYPASS OR UNDERMINE THE SILT FENCE. 2.5.FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOURS WHENEVER POSSIBLE. 3.MAINTENANCE STANDARDS 3.1.ANY DAMAGE SHALL BE REPAIRED IMMEDIATELY. 3.2.IF CONCENTRATED FLOWS ARE EVIDENT UPHILL OF THE FENCE, THEY MUST BE INTERCEPTED AND CONVEYED TO A SEDIMENT TRAP OR POND. 3.3.IT IS IMPORTANT TO CHECK THE UPHILL SIDE OF THE FENCE FOR SIGNS OF THE FENCE CLOGGING AND ACTING AS A BARRIER TO FLOW AND THEN CAUSING CHANNELIZATION OF FLOWS PARALLEL TO THE FENCE. IF THIS OCCURS, REPLACE THE FENCE OR REMOVE THE TRAPPED SEDIMENT. 3.4.SEDIMENT MUST BE REMOVED WHEN SEDIMENT IS 6 INCHES HIGH. 3.5.IF THE FILTER FABRIC (GEOTEXTILE) HAS DETERIORATED DUE TO ULTRAVIOLET BREAKDOWN, IT SHALL BE REPLACED. NOTES: JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS 2"x2" 14 GAUGE WIRE, OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED FILTER FABRIC 2' MIN. 12" MIN. 4"x4" MIN. TRENCH BACKFILL TRENCH WITH NATIVE SOIL OR 3/4" TO 1-1/2" WASHED GRAVEL 2"x4" WOOD POSTS, STEEL FENCE POSTS, OR EQUIVALENT (TYP.) 6' MAX. POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED AOS (ASTM D4751) 30-100 SIEVE SIZE (0.60-0.15mm) FOR SILT FILM 50-100 SIEVE SIZE (0.30-0.15mm) FOR OTHER FABRICS WATER PERMITTIVITY (ASTM D4491)0.02 SEC-1 MINIMUM GRAB TENSILE STRENGTH (ASTM D4632) 180 LBS. MIN. FOR EXTRA STRENGTH FABRIC 100 LBS. MIN. FOR STANDARD STRENGTH FABRIC GRAB TENSILE ELONGATION (ASTM D4632)30% MAX. (WOVEN) ULTRAVIOLET RESISTANCE (ASTM D4355)70% MIN. SILT FENCE STD. PLAN - 214.00 PUBLIC WORKS DEPARTMENT APPROVED: DATEGreggZimmerman Public Works Administrator UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 9/28/2018 | 9:45 AM PDT NOTES: SECTION VIEW ISOMETRIC VIEW DRAINAGE GRATE TRIM GRATE FRAME FILTERED WATER SEDIMENT AND DEBRIS OVERFLOW BYPASS BELOW INLET GRATE DEVICE DRAINAGE GRATE RECTANGULAR GRATE SHOWN)RETRIEVAL SYSTEM (TYP.) OVERFLOW BYPASS (TYP.) BELOW INLET GRATE DEVICE 1.PROTECTION SHALL BE PROVIDED FOR ALL STORM DRAIN INLETS DOWNSLOPE AND WITHIN 500 FEET OF A DISTURBED OR CONSTRUCTION AREA, UNLESS THE RUNOFF THAT ENTERS THE CATCH BASIN WILL BE CONVEYED TO A SEDIMENT POND OR TRAP. 2.INLET PROTECTION SHALL BE USED TO PROTECT THE DRAINAGE SYSTEM. 3.THE CONTRIBUTING DRAINAGE AREA MUST NOT BE LARGER THAN ONE ACRE. 4.SIZE THE BELOW INLET GRATE DEVICE (BIGD) FOR THE STORMWATER STRUCTURE IT WILL SERVICE. 5.THE BIGD SHALL HAVE A BUILT-IN HIGH-FLOW RELIEF SYSTEM (OVERFLOW BYPASS). 6.THE RETRIEVAL SYSTEM MUST ALLOW REMOVAL OF THE BIGD WITHOUT SPILLING THE COLLECTED MATERIAL. 7.PERFORM MAINTENANCE IN ACCORDANCE WITH STANDARD SPECIFICATION 8-01.3(15). 8.ANY SEDIMENT IN THE CATCH BASIN INSERT SHALL BE REMOVED WHEN THE SEDIMENT HAS FILLED ONE-THIRD OF THE AVAILABLE STORAGE. THE FILTER MEDIA FOR THE INSERT SHALL BE CLEANED OR REPLACED AT LEAST MONTHLY. 5" MAX. CATCH BASIN INSERT STD. PLAN - 216.30 PUBLIC WORKS DEPARTMENT APPROVED: DATEGreggZimmerman Public Works Administrator UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 9/28/2018 | 9:45 AM PDT RIGID PIPE NOTES: 1.PIPE COMPACTION LIMITS SHOWN ON THIS PLAN ARE FOR PIPE CONSTRUCTION IN AN EMBANKMENT. FOR PIPE CONSTRUCTION IN A TRENCH, THE HORIZONTAL LIMITS OF THE PIPE COMPACTION ZONE SHALL BE THE WALLS OF THE TRENCH. 2.O.D. IS EQUAL TO THE OUTSIDE DIAMETER OF A PIPE OR THE OUTSIDE SPAN OF PIPE-ARCH. 3.SEE STANDARD WSDOT/APWA SPECIFICATIONS SECTION 2-09.4 FOR TRENCH WIDTH. 4.PIPE ZONE BEDDING AND BACKFILL MATERIAL SHALL BE PLACED IN 6" LOOSE LAYERS AND COMPACTED TO 95% MAXIMUM DENSITY. 5.EXCAVATE UNSTABLE MATERIAL DOWN TO FIRM SOIL AND REPLACE WITH FOUNDATION MATERIAL CLASS A OR B PER STANDARD WSDOT/APWA SPECIFICATIONS SECTION 9-03.17. GRAVEL BACKFILL FOR PIPE ZONE BEDDING (WSDOT 9-03.12(3)) OR MAINTENANCE ROCK (WSDOT 9-03.9(4)) CIRCULAR PIPE FOUNDATION MATERIAL, IF REQUIRED, SEE NOTE 5 SPAN 6" PIPE - ARCH 6" PIPE TYPE MINIMUM COVER (FT)PUBLIC?PRIVATE? ALLOWED IN ZONE 1 OF THE APA? CORRUGATED STEEL PIPE 2.0 YES YES YES SPIRAL RIB STEEL PIPE 2.0 YES YES YES PLAIN CONCRETE PIPE (PCP)2.0 NO YES NO REINFORCED CONCRETE PIPE RCP) 1.0 YES YES NO CORRUGATED OR SPIRAL RIB ALUMINUM PIPE 2.0 YES YES NO DUCTILE IRON PIPE 1.0 YES YES YES FOUNDATION LEVEL RISE TRENCH WIDTH, SEE NOTE 3 CIRCULAR PIPE DIAMETER MINIMUM DISTANCE BETWEEN BARRELS 12" TO 24"12" 30" TO 96"DIAMETER / 3 102" TO 180"48" PIPE-ARCH SPAN MINIMUM DISTANCE BETWEEN BARRELS 18" TO 36"12" 43" TO 142"SPAN / 3 148" TO 199"48" TRENCH WIDTH, SEE NOTE 3 6" O.D. 6" FOUNDATION LEVEL PIPE ZONE BEDDING AND BACKFILL, SEE NOTE 4 FOUNDATION MATERIAL, IF REQUIRED, SEE NOTE 5 PIPE ZONE BEDDING AND BACKFILL, SEE NOTE 4 PIPE ZONE BEDDING AND COMPACTION - RIGID PIPE STD. PLAN - 220.00 PUBLIC WORKS DEPARTMENT APPROVED: DATEGreggZimmerman Public Works Administrator UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 9/28/2018 | 9:45 AM PDT FLEXIBLE PIPE NOTES: 1.PROVIDE UNIFORM SUPPORT UNDER BARRELS. 2.HAND TAMP UNDER HAUNCHES. 3.DIRECTLY OVER PIPE, HAND TAMP ONLY. 4.SEE STANDARD WSDOT/APWA SPECIFICATIONS SECTION 2-09.4 FOR TRENCH WIDTH. 5.PIPE ZONE BEDDING AND BACKFILL MATERIAL SHALL BE PLACED IN 6" LOOSE LAYERS AND COMPACTED TO 95% MAXIMUM DENSITY. 6.EXCAVATE UNSTABLE MATERIAL DOWN TO FIRM SOIL AND REPLACE WITH FOUNDATION MATERIAL CLASS A OR B PER STANDARD WSDOT/APWA SPECIFICATIONS SECTION 9-03.17. SEE NOTE 4, LIMIT OF PIPE ZONE 6" O.D. 6" FOUNDATION LEVEL PIPE ZONE BEDDING AND BACKFILL, SEE NOTE 5 FLEXIBLE PIPE PIPE TYPE MINIMUM COVER (FT)PUBLIC?PRIVATE? ALLOWED IN ZONE 1 OF THE APA? LINE CORRUGATED POLYETHYLENE PIPE (LCPE)2.0 YES YES YES CORRUGATED POLYETHYLENE PIPE (CPE) - TRIPLE WALL 2.0 YES YES YES POLYVINYL CHLORIDE PIPE (PVC)3.0 YES YES YES SOLID WALL HIGH DENSITY POLYETHYLENE PIPE (HDPE)2.0 YES YES YES POLYPROPYLENE PIPE (PP) - DUAL WALL 2.0 YES YES YES DIAMETER MINIMUM DISTANCE BETWEEN BARRELS 12" TO 24"12" 30" TO 96"DIAMETER / 3 102" TO 180"48" GRAVEL BACKFILL FOR PIPE ZONE BEDDING (WSDOT 9-03.12(3)) OR MAINTENANCE ROCK (WSDOT 9-03.9(4)) FOUNDATION MATERIAL, IF REQUIRED, SEE NOTE 6 PIPE ZONE BEDDING AND COMPACTION - FLEXIBLE PIPE STD. PLAN - 220.10 PUBLIC WORKS DEPARTMENT APPROVED: DATEMartinPastucha Public Works Administrator UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) DocuSign Envelope ID: 3B1B34D3-7E0A-476C-ADB3-4329FFE0C108 8/13/2020 | 8:48 AM PDT wz J WI- Q Z TESTING DETAIL x 18 FTW a 0 NEW D.I. WATER LINE TAPPING TEE (MJxFL) VERTICAL CROSS(MJxFL) FOR POLYPIGGING TAPPING GATE VALVE (FL XMJ) 1—BLIND FLANGE ON TOP WITH 2" TAP AND 2" PLUG TEMPORARY PLUG (MJ) WITH 2—INCH TAP 1—BLIND FLANGE ON BOTTOM AND 2—INCH BLOW—OFF ASSEMBLY 1—PLUG(MJ) WITH 2"TAP & 2" BLOW—OFF CONCRETE BLOCKING TEMPORARY BLOCK wz J KwHa 0 c FINAL CONNECTION DETAIL z Xw W -ALA-- @ENEW D.I. WATER LINE AFTER ALL CLEANING BY POLYPIG, PRESSURE TESTING AND DISINFECTION, REMOVE TEMPORAY BLOCK & BLOW—OFF AND CONNECT TO VALVE WITH D.I. SLEEVE (MJ) & D.I. SPOOLS FINAL CONNECTION BY CITY FORCES NOTES: 1. TAPPING TEES SHALL BE MADE OF CAST IRON, DUCTILE IRON OR EPDXY—COATED STEEL. BOLTS AND NUTS SHAL BE COR—TEN. ALL TEES AND VALVES SHALL BE WATER TESTED BEFORE TAP 2. NO SIZE ON SIZE TAPS ON CAST—IRON WATER LINES. TAP SHALL BE AT LEAST 2" SMALLER DIAMETER THAN THE EXISTING MAIN. 3. NO WET TAP ON ASBESTOS CEMENT LINE OR STEEL LINE 4, WET—TAPPING OF EXISTING CITY OF RENTON WATER MAINS WILL BE DONE BY SPEER TAP OR SUPERIOR TAPPING INC. 5. CONTRACTOR SHALL POTHOLE AND VERIFY THE HORIZONTAL AND VERTICAL ALIGNMENT OF EXISTING LINE OR STUB AND SHALL START LAYING THE NEW LINE AT THE SAME HORIZONTAL AND VERTICAL ALIGNMENT OF THE EXISTING STUB. 6. CITY FORCES WILL PERFORM THE FINAL CONNECTION FROM THE WATER LINE TO THE TAPPING VALVE WITH D.I. SLEEVE AND D.I. SPOOL. Y STD. PLAN — 300.1 as + PUBLIC WORKS CONNECTION TO WATER MAIN WITH DEPARTMENT TAPPING TEE & VALVE N,p MARCH 2010 EXISTING WATER LINE PLAN VIEW TESTING DETAIL ICAL CROSS(MJxFL) FOR POLYPIGGING ONE BLIND FLANGE ON TOP WITH 2"TAP & 2"PLUG ONE BLIND FLANGE ON BOTTOM ONE (MJ) PLUG WITH 2" TAP & 2" TEMPORARY BLOW -OFF TEMPORARY BLOCK CUT -)N (BY CITY FORCES) TEE (FLxFL) W/ CONC. BLOCK 1- GATE VALVES (FLxMJ) 2- SOLID SLEEVES (MJ) OR RO-MAC COUPLINGS 1- PLUG (MJ) W/2"TAP & TEMP. BLOW -OFF TEMP. BLOCK EXISTING WATER LINE EXISTING WATER LINE FINAL CONNECTION DETAIL AFTER ALL TESTING, CLEANING BY POLYPIG, AND DISINFECTION, REMOVE TEMP. BLOCK & BLOW -OFF & CONNECT WITH SLEEVE (MJ) & D.I. SPOOLS FINAL CONNECTION BY CITY FORCES EXISTING WATER LINE ZY e + PUBLIC WORKS CONNECTION TO WATER MAIN CUT STD. PLAN — 300.2 O DEPARTMENT IN—LINE TEE & ONE VALVE N,yp MARCH 2010 EXISTING WATER LINE TESTING DETAIL Jm PLAN VIEW EXISTING WATER LINE FINAL CONNECTION DETAIL EXISTING WATER LINE TICAL CROSS(MJxFL) FOR POLYPIGGING BLIND FLANGE ON TOP WITH 2"TAP & 2`PLUG BLIND FLANGE ON BOTTOM MJ) PLUG WITH 2" TAP & 2" TEMPORARY BLOW -OFF ORARY BLOCK INGS AFTER ALL TESTING, CLEANING BY POLYPIG, AND DISINFECTION, REMOVE TEMP. BLOCK & BLOW -OFF & CONNECT WITH SLEEVE CMJ) & D.L SPOOLS FINAL CONNECTION BY CITY FORCES SY as PUBLIC WORKS CONNECTION TO WATER MAIN CUT STD. PLAN — 300.36 DEPARTMENT IN—LINE TEE & TWO VALVES N,tp MARCH 2010 TEMPORARY 2" GALVANIZED PIPE AND 2" GATE VALVE i n ya.zH:n.»xmxmrrni INSTALL 2" PLUG ON TOP BLIND FLANGE AFTER REMOVAL OF POLYPIG 3 FT MIN. COVER (10—INCH DIAMETER AND UNDER) 4 FT MIN. COVER (12—INCH DIAMETER AND OVER) a NEW WATER MAIN POLYPIG I> a VERTICAL CROSS FOR POLYPIGGING STATION: SIZE OF VERTICAL CROSS SHALL BE THE SAME AS SIZE OF MAIN LINE VERTICAL CROSS (MJ X FL) ONE BLIND FLANGE ON TOP OF CROSS WITH 2" TAP & 2" TEMPORARY BLOW—OFF ASSEMBLY REMOVE BLOW—OFF ASSEMBLY AND INSTALL 2" PLUG AFTER REMOVAL OF CLEANING "POLY—PIG") ONE BLIND FLANGE ON BOTTOM OF CROSS ONE PLUG (MJ) ON END OF CROSS CONCRETE BLOCKING ALL DEBRIS AND POLYPIGS SHALL BE REMOVED FROM SUMP OF VERTICAL CROSS BEFORE DISINFECTION OF NEW WATER MAIN ZY Oe + PUBLIC WORKS POLY PIG STATION FOR CLEANING OF STD. PLAN — 300.6 DEPARTMENT WATER MAINS N,yp MARCH 2010 FIRE HYDRANT SHALL BE COREY—TYPE EQUAL TO IOWA F-5110 OR COMPRESSION TYPE SUCH AS CLOW MEDALLION; M & H 929, MUELLER SUPER CENTURION 200, AND WATEROUS PACER WITH 6" MECHANICAL JOINT INLET WITH LUGS. 5-1/4" MAIN VALVE OPENING. TWO 2-1/2" HOSE CONNECTIONS NATIONAL STANDARD THREADS. 4" PUMPER CONNECTION CITY OF SEATTLE THREADS WITH A STORZ ADAPTOR, 4.875" SEATTLE THREAD X 5" STORZ, ATTACHED WITH 1/8" STAINLESS STEEL CABLE. 1-1/4" PENTAGON OPERATING NUT. FIRE HYDRANT TO BE PAINTED WITH TWO COATS OF PAINT. KELLY— MOORE/PRESERVATIVE PAINT No. 5780-563 DTM ACRYLIC GLOSS, SAFETY YELLOW OR APPROVED EQUAL. PUMPER CONNECTION TO FACE ROADWAY OR AS DIRECTED BY RENTON FIRE DEPARTMENT. FIRE HYDRANT EXTENSION TO BE USED IF REQUIRED. MIN. 18" TO 20" BEHIND BACK OF CURB OR 12" BEHIND BACK OF 3' SIDEWALK THAT IS ADJACENT TO CURB 4.875" x 5" STORZ 5'x5'x6" THICK CONCRETE PAD AROUND HYDRANT. FINISH TO MATCH SIDEWALK. E EXPANSION JOINT AT 2` 1 BACK OF SIDEWALK fCONCRETE SIDEWALK OR PLANTING STRIP 36" MIN COVER TWO—PIECE CAST IRON VALVE BOX WITH LUG TYPE COVER. EQUAL TO OLYMPIC FOUNDRY CO. STANDARD 8" TOP SECTION WITH REGULAR BASE SECTION LENGTH TO FIT. VALVE NUT EXTENSION AS REQUIRED. RAISED PAVEMENT MARKER TYPE 88—A STIMSONITE TWO—WAY BLUE REFLECTIVE CONCRETE BLOCKING CONCRETE ' . THRUST BLOCK MAIN LINE TEE. WITH 6" FLANGE SIDE OUTLET. 6" GATE VALVE (FL X MJ) AWWA C-509, RESILIENT SEAT 6" DUCTILE IRON PIPE, CLASS 52 CEMENT LINED, LENGTH TO FIT 2-3/4" COR—TEN STEEL TIE RODS. 16" x 8" x 4" MININUM X1/2 YARD OF 1-1/4" WASHED DRAIN ROCK CONCRETE BEARING 1' ABOVE BOOT FLANGE. PLACE 8 MIL BLOCK UNDER HYDRANT POLYETHYLENE FILM AROUND TOP AND SIDES OF GRAVEL. 1 O FIRE HYDRANT ASSEMBLY CUT D ONE MAN ROCK - 1 6 TE PAD LEVEL ALL GROUND MIN 3' RADIUS a elk 6" CONCRETE PAD FI LL HYDRANT LOCATION IN CUT OR FILL ZY STD. PLAN — 310.1 e + PUBLIC WORKS FIRE HYDRANT ASSEMBLYODEPARTMENT N,yp MARCH 2010 MARKER MARKER I 4 I TWO LANE ROAD OFFSET MARKER TO INDICATE WHICH SIDE OF STREET HYDRANT IS ON (4" FROM DOTS OR PAINTED LINE) MARKER e o FOUR LANE ROAD OFFSET MARKER TO INDICATE WHICH SIDE OF STREET HYDRANT IS ON (4" FROM DOTS OR PAINTED LANE DIVIDER) HYDRANT MARKERS MARKER t e ON SIDE STREETS WHERE THE HYDRANT IS WITHIN 20' OF A MAIN TRAVELED STREET, THE MARKER IS TO BE INSTALLED ON THAT MAIN STREET MARKER o 4 FIVE LANE ROAD OFFSET MARKER TO INDICATE WHICH SIDE OF STREET HYDRANT IS ON (4" FROM DOTS OR PAINTED LANE DIVIDER) RAISED PAVMENT MARKER TYPE 88 AB STIMSONITE TWO—WAY (BLUE) Y STD. PLAN — 310.3 et ' PUBLIC WORKS DEPARTMENT HYDRANT MARKER LAYOUT T MARCH 2010 13"x24" PLASTIC METER BOX EQUAL TO MID -STATES PLASTIC, INC. BCF SERIES MSBCF 1324-18 WITH 1.75" THICK DUCTILE CITY PRIVATE IRON DIAMOND PLATE COVER EQUAL TO MID -STATES PLASTICS, INC. MSCBC-1324-R WITH READER LID AND 2" DRILLED HOLE PIPING PIPING FOR TOUCHREAD PIT LID (SEE DETAIL A -A) 9" MIN. 12" MAX FINISH GRADE z ¢ TOUCHREAD WATER METER TO BE o 0 SUPPLIED BY THE 12 z Q bj 36" MIN COVER N 7 CITY > TYPE " K" SOFT c 0 22-1/2° COPPER TUBING V u NEW DUCTILE IRON WATERMAIN IF SERVICE LINE TO HOUSE IS 3/4" OR 1" TO BE INSTALLED IN THE FUTURE GALVANIZED INSTALL FORD C14-33 OR 44 FIPT PLUG x COMPRESSION COUPLING Z_LOOP DOWN TO CENTERLINE OF WATER MAIN TO PROVIDE SLACK IN COPPER COPPERSETTER FOR 5/8"x3/4" METER: FORD SERVICE LINE TO METER. VBH72-15W-44-33G, OR McDONALD BRASS: 21-215WCQQ33, OR MUELLER: 3/4-B-2470-2 WITH ANGLE BALL VALVE ON INLET AND SINGLE CHECK VALVE ON OUTLET CORPORATION STOP WITH BALL VALVE. FORD COPPERSETTER FOR 1" METER: FORD VBH72-15W-44-44G, OR TAPERED THREAD (CC). QUICK JOINT McDONALD BRASS: 21-415WCQQ44, OR MUELLER: 1-B-2470-2 3/4" FB1000-3-Q) OR AY MCDONALD 4701B BOTH INLET AND OUTLET WITH QUICK JOINT. PADLOCK WINGS ON 1" FB1000-4-Q) OR AY MCDONALD 4701B INLET ANGLE BALL VALVE AND SINGLE CHECK VALVE ON OUTLET. ALL FITTINGS SHALL BE WITH QUICK JOINT. NOTE: ALL METER BOXES INSTALLED WITHIN CONCRETE OR PAVED DRIVEWAYS SHALL BE CAST-IRON EQUAL TO OLYMPIC FOUNDARY. EXPANSION JOINTS MUSH BE INSTALLED ON BOTH SIDES OF METER BOX. AA DRILL 2" DIA. HOLE FOR AMR (AUTOMATIC METER READ) TOUCHREAD DEVICE 7F—"—T; 2-1/2" MIN. FROM NEAREST FAND FRONT EDGE OF PIT LID 71 TYPICAL RIB NOTE: THE CENTER OF THE HOLE MUST BE AT LEAST 1" FROM UNDERNEATH RIBS UNLESS THE RIB SPACING ALLOWS THE NUT TO TIGHTEN AGAINST THE OPEN SIDE OF MORE THAN ONE RIB. ZY Oer< PUBLIC WORKS 34" AND 1" WATER SERVICE STD. PLAN — 320.1 DEPARTMENT N,yp NOVEMBER 2009 J I IN UNIMPROVED RIGHT OF JfWAYINSTALLMETERBOXAT PROPERTY LINE WITH 12" w LONG COPPER TAILPIECE, w aI SIDEWALK m z ¢ TOUCHREAD WATER METER TO BE o 0 SUPPLIED BY THE 12 z Q bj 36" MIN COVER N 7 CITY > TYPE " K" SOFT c 0 22-1/2° COPPER TUBING V u NEW DUCTILE IRON WATERMAIN IF SERVICE LINE TO HOUSE IS 3/4" OR 1" TO BE INSTALLED IN THE FUTURE GALVANIZED INSTALL FORD C14-33 OR 44 FIPT PLUG x COMPRESSION COUPLING Z_LOOP DOWN TO CENTERLINE OF WATER MAIN TO PROVIDE SLACK IN COPPER COPPERSETTER FOR 5/8"x3/4" METER: FORD SERVICE LINE TO METER. VBH72-15W-44-33G, OR McDONALD BRASS: 21-215WCQQ33, OR MUELLER: 3/4-B-2470-2 WITH ANGLE BALL VALVE ON INLET AND SINGLE CHECK VALVE ON OUTLET CORPORATION STOP WITH BALL VALVE. FORD COPPERSETTER FOR 1" METER: FORD VBH72-15W-44-44G, OR TAPERED THREAD (CC). QUICK JOINT McDONALD BRASS: 21-415WCQQ44, OR MUELLER: 1-B-2470-2 3/4" FB1000-3-Q) OR AY MCDONALD 4701B BOTH INLET AND OUTLET WITH QUICK JOINT. PADLOCK WINGS ON 1" FB1000-4-Q) OR AY MCDONALD 4701B INLET ANGLE BALL VALVE AND SINGLE CHECK VALVE ON OUTLET. ALL FITTINGS SHALL BE WITH QUICK JOINT. NOTE: ALL METER BOXES INSTALLED WITHIN CONCRETE OR PAVED DRIVEWAYS SHALL BE CAST-IRON EQUAL TO OLYMPIC FOUNDARY. EXPANSION JOINTS MUSH BE INSTALLED ON BOTH SIDES OF METER BOX. AA DRILL 2" DIA. HOLE FOR AMR (AUTOMATIC METER READ) TOUCHREAD DEVICE 7F—"—T; 2-1/2" MIN. FROM NEAREST FAND FRONT EDGE OF PIT LID 71 TYPICAL RIB NOTE: THE CENTER OF THE HOLE MUST BE AT LEAST 1" FROM UNDERNEATH RIBS UNLESS THE RIB SPACING ALLOWS THE NUT TO TIGHTEN AGAINST THE OPEN SIDE OF MORE THAN ONE RIB. ZY Oer< PUBLIC WORKS 34" AND 1" WATER SERVICE STD. PLAN — 320.1 DEPARTMENT N,yp NOVEMBER 2009 1-1/2" AND 2" WATER SERVICE DETAIL CAUTION: VALVE BOX SHOULD NOT REST ON PIPE. LATER COMPACTION IN AREA OF VALVE BOX COULD CAUSE THE BREAKAGE OF THE SERVICE. CITY PIPING w C Z zJJ IN UNIMPROVED RIGHT—OF—WAY INSTALL METER a BOX AT PROPERTY LINE WITH ii0 12" LONG COPPER TAILPIECE 0 Xo_ Ofo_ COUPLING x MIPT CAST IRON OR DUCTILE IRON WATERMAIN 9" MIN. 12" MAX. z za Qg ? W 3 M:2> 0 4 o, LEAVE EXPOSED : 0 0 N r) 12„ BY PASS NOT ALLOWED o FOR IRRIGATION METERS MATERIAL LIST FOR 2" SERVICE: METER LOCATED IN PLANTING STRIP BETWEEN CURB & SIDEWALK 1. 2" tapped tee, on new water main. 2. 4" long X 2" brass nipple with threaded ends (MIPT). 3. 2" resilient seat gate valve with threaded ends, square operating nut, and valve nut extension if required (see standard detail 330.1). 4. Two piece cast iron valve box. Standard 8" top section with regular base section, length to fit, "lug" type cover. 2" brass bushing (MIPT x FIPT). 5. 2 each 2" brass or bronze nipples 6" length, threaded ends. 2 each 2"-90° brass or bronze elbows (FIPT x FIPT). 6. 2" (MIPT) x compression fitting, Ford C84-66 or equal. 7. 2" soft copper tubing type K or brass nipples (MIPT x MIPT), length to fit. 8. 2" threaded brass 90' ell. 9. 2" Customsetter with by—pass Ford: VBH 86-12B-11-77 (x 17-3/16" McDonald Brass: 30B715WDFF775 or Mueller B-1427-2", with flanged angle ball valve and padlock wings on inlet, and angle check valve outlet, ball valve on bypass with padlock wings. Customsetter shall have vertical inlet and outlet. 10. Rigid meter spreader to be supplied and installed in meter setter by contractor. 11. Water meter shall be supplied and installed by City of Renton upon payment of all related water meter fee and satisfactory pressure and purity tests. 12. 17"x30" Plastic meter box equal to Mid—States Plastics, Inc. BCF Series MSBCF 1730-18 with 2" thick Ductile iron diamond plate cover 18"x31" equal to Mid—States Plastics, Inc. MSCBC-1730—R with 2" drilled hole for touchread pit lid, and meter read lid. 13. 2" coupling (compression x FIPT) with 2" plug (MIPT), Ford C-14-66 or equal. The property owner is responsible for any necessary adaptation or extension of water service. NOTE: ALL METER BOXES INSTALLED IN CONCRETE OR PAVED DRIVEWAYS SHALL BE CAST—IRON EQUAL TO OLYMPIC FOUNDARY. EXPANSION JOINTS MUST BE INSTALLED 12" MINIMUM ON BOTH SIDES OF METER BOX. PRIVATE PIPING MATERIAL LIST FOR 1-1/2" SERVICE: METER LOCATED IN PLANTING STRIP BETWEEN CURB & SIDEWALK 1. 2" tapped tee on new water main. 2. 4" long X 2" brass nipple with threaded ends (MIPT). 3. 2" resilient seat gate valve with threaded ends, square operating nut, and valve nut extension if required (see standard detail 330.1). 4. Two piece cast iron valve box. Standard 8" top section with regular base section, length to fit, "lug" type cover. 5. 2" X 1-1/2" hex brass bushing (MIPT x FIPT. 2 each 1-1/2" brass or bronze nipples 6" length, threaded ends. 2 each 1-1/2"-90° brass or bronze elbows (FIPT x FIPT. 6. 1-1/2" (MIPT) x compression fitting, Ford C84-66 or equal. 7. 1-1/2" soft copper tubing type K or brass nipples (MIPT x MIPT), length to fit. 8. 1-1/2" threaded brass 90° ell, for Ford L44-77 or equal. 9. 1-1/2" Customsetter with by—pass Ford: VBH 86-12B-11-66 (x 13-3/16"), McDonald Brass: 3OB612WDFF665 or Mueller B-1427-1 1/2", with flanged angle ball valve and padlock wings on inlet, and angle check valve outlet, ball valve on bypass with padlock wings. Customsetter shall have vertical inlet and outlet. 10. Rigid meter spreader to be supplied and installed in meter setter by contractor. 11. Water meter shall be supplied and installed by City of Renton upon payment of all related water meter fee and satisfactory pressure and purity tests. 12. 17"x30" Plastic meter box equal to Mid—States Plastics, Inc. BCF Series MSBCF 1730-18 with 2" thick Ductile iron diamond plate cover 18"x31" equal to Mid—States Plastics, Inc. MSCBC-1730—R with 2" drilled hole for touchread pit lid. 13. 1-1/2" coupling (compression x FIPT) with 1-1/2" plug (MIPT), Ford C-14-66 or equal. The property owner is responsible for any necessary adaptation or extension of water service. ZY e + PUBLIC WORKS 1 %2" AND 2" WATER SERVICE LOCATED STD. PLAN — 320.2 O DEPARTMENT IN PLANTING STRIP N,yp MARCH 2010 CRUSHED ROCK J BASE TO SUPPORT AVAULT. A DRILL 2" DIA. HOLE FOR TOUCHREAD DEVICE QUICK—JOINT COUPLING x MIPT CAST IRON OR DUCTILE IRON WATERMAIN 2-1/2" MIN. FROM NEAREST NOTE: AND FRONT EDGE OF PIT LID THE CENTER OF THE HOLE MUST BE AT LEAST 1" FROM UNDERNEATH RIBS UNLESS THE RIB SPACING ALLOWS THE NUT TO TIGHTEN AGAINST THE OPEN SIDE OF MORE THAN ONE RIB. TYPICAL RIB MATERIAL LIST FOR 2" SERVICE: METER LOCATED IN PLANTING STRIP BETWEEN CURB & SIDEWALK 1. 2" tapped tee, on new water main. 2. 4" long X 2" brass nipple with threaded ends (MIPT). 3. 2" resilient seat gate valve with threaded ends, square operating nut, and valve nut extension if required (see standard detail 330.1). 4. Two piece cast iron valve box. Standard 8" top section with regular base section, length to fit, "lug" type cover. 2" brass bushing (MIPT x FIPT). 5. 2 each 2" brass or bronze nipples 6" length, threaded ends. 2 each 2"-90° brass or bronze elbows (FIPT x FIPT). 6. 2" (MIPT) x compression fitting, Ford C84-66 or equal. 7. 2" soft copper tubing type K or brass nipples (MIPT x MIPT), length to fit. 8. 2" threaded brass 90' ell. 9. 2" Customsetter with by—pass Ford: VBH 86-12B-11-77 (x 17-3/16" McDonald Brass: 30B715WDFF775 or Mueller B-1427-2", with flanged angle ball valve and padlock wings on inlet, and angle check valve outlet, ball valve on bypass with padlock wings. Customsetter shall have vertical inlet and outlet. 10. Rigid meter spreader to be supplied and installed in meter setter by contractor. 11. Water meter shall be supplied and installed by City of Renton upon payment of all related water meter fee and satisfactory pressure and purity tests. 12. 17"x30" Plastic meter box equal to Mid—States Plastics, Inc. BCF Series MSBCF 1730-18 with 2" thick Ductile iron diamond plate cover 18"x31" equal to Mid—States Plastics, Inc. MSCBC-1730—R with 2" drilled hole for touchread pit lid, and meter read lid. 13. 2" coupling (compression x FIPT) with 2" plug (MIPT), Ford C-14-66 or equal. The property owner is responsible for any necessary adaptation or extension of water service. NOTE: ALL METER BOXES INSTALLED IN CONCRETE OR PAVED DRIVEWAYS SHALL BE CAST—IRON EQUAL TO OLYMPIC FOUNDARY. EXPANSION JOINTS MUST BE INSTALLED 12" MINIMUM ON BOTH SIDES OF METER BOX. PRIVATE PIPING MATERIAL LIST FOR 1-1/2" SERVICE: METER LOCATED IN PLANTING STRIP BETWEEN CURB & SIDEWALK 1. 2" tapped tee on new water main. 2. 4" long X 2" brass nipple with threaded ends (MIPT). 3. 2" resilient seat gate valve with threaded ends, square operating nut, and valve nut extension if required (see standard detail 330.1). 4. Two piece cast iron valve box. Standard 8" top section with regular base section, length to fit, "lug" type cover. 5. 2" X 1-1/2" hex brass bushing (MIPT x FIPT. 2 each 1-1/2" brass or bronze nipples 6" length, threaded ends. 2 each 1-1/2"-90° brass or bronze elbows (FIPT x FIPT. 6. 1-1/2" (MIPT) x compression fitting, Ford C84-66 or equal. 7. 1-1/2" soft copper tubing type K or brass nipples (MIPT x MIPT), length to fit. 8. 1-1/2" threaded brass 90° ell, for Ford L44-77 or equal. 9. 1-1/2" Customsetter with by—pass Ford: VBH 86-12B-11-66 (x 13-3/16"), McDonald Brass: 3OB612WDFF665 or Mueller B-1427-1 1/2", with flanged angle ball valve and padlock wings on inlet, and angle check valve outlet, ball valve on bypass with padlock wings. Customsetter shall have vertical inlet and outlet. 10. Rigid meter spreader to be supplied and installed in meter setter by contractor. 11. Water meter shall be supplied and installed by City of Renton upon payment of all related water meter fee and satisfactory pressure and purity tests. 12. 17"x30" Plastic meter box equal to Mid—States Plastics, Inc. BCF Series MSBCF 1730-18 with 2" thick Ductile iron diamond plate cover 18"x31" equal to Mid—States Plastics, Inc. MSCBC-1730—R with 2" drilled hole for touchread pit lid. 13. 1-1/2" coupling (compression x FIPT) with 1-1/2" plug (MIPT), Ford C-14-66 or equal. The property owner is responsible for any necessary adaptation or extension of water service. ZY e + PUBLIC WORKS 1 %2" AND 2" WATER SERVICE LOCATED STD. PLAN — 320.2 O DEPARTMENT IN PLANTING STRIP N,yp MARCH 2010 CAUTION VALVE BOX SHOULD NOT REST ON PIPE. LATER COMPACTION IN AREA OF VALVE BOX COULD CAUSE THE BREAKAGE OF THE SERVICE. 9" MIN. 12" MAX. O NO Un CRUSHED ROCK BASE TO SUPPORT VAULT. 1-1/2" AND 2" WATER SERVICE DETAIL MATERIAL LIST FOR 2" SERVICE WITH METER LOCATED IN RIGHT—OF—WAY BEHIND SIDEWALK FRIM PRIVATE PLUMBING SHALL CONNECT HERE 2" BRASS PLUG THREADED) BY PASS NOT ALLOWED FOR IRRIGATION METERS VMrIPTx QUICK JOINT 1. 2" tapped tee on new water meter. 2. 4" long X 2" brass nipple with threaded ends (MIPT). A — A 3. 2" resilient seat valve with threaded ends, square operating nut and valve nut extension if DRILL 2" DIA. HOLE FOR required (see standard detail 330.1). TOUCHREAD DEVICE 4. Two piece cast iron valve box. Standard 8" top section with regular base section, length to fit, "lug" type cover. 5. 2" brass bushing (MIPT x FIPT) 2 each 2" brass or bronze nipples 6" length, threaded ends 2 each 2"-90° brass or bronze elbows (FIPT x FIPT) 6. 2" (MIPT) x compression fitting, Ford C84-66 or equal. 7. 2" soft copper type K or brass nipples, length to fit. 8. 2" threaded brass 90' ell. 9. 2" Customsetter with by—pass Ford VBH 86-128-11-77 (17-3/16") or McDonald brass 3OB715WDFF775, with flanged angle ball valve and padlock wings on inlet, and angle check valve outlet, ball valve on bypass with padlock wings. Customsetter shall have vertical inlet and outlet. 10. Rigid meter spreader to be supplied and installed in meter setter by contractor. 11. Water meter shall be supplied and installed by City of Renton upon payment of all related water meter fee and satisfactory pressure and purity tests. 12. 17"x30" equal to Mid—States Plastics, Inc. BCF Series MSBCF 1730-18 with 2" thick Ductile iron damond plate cover 18"x31" equal to Mid—States Plastics, Inc. MSCBC-1730—R with 2" drilled hole for touchread pit lid, and meter read lid. 13. 2" coupling (compression x FIPT) with 2" plug (MIPT), Ford C-14-66 or equal. The property owner is responsible for any necessary adaptation or extension of water service. MATERIAL LIST FOR 1-1/2" SERVICE WITH METER LOCATED IN RIGHT—Of—WAY BEHIND SIDEWALK 1. 2" tapped tee on new water main 2. 4" long X 2" brass nipple with threaded ends (MIPT). 3. 2" resilient seat valve with threaded ends, square operating nut and valve nut extension if required see standard detail 330.1). 4. Two piece cast iron valve box. Standard 8" top section with regular base section, length to fit, lug" type cover. 5. 2" X 1-1/2" hex brass bushing (MIPT x FIPT), 2 each 1-1/2" brass or bronze nipples 6" length threaded ends), 2 each 1-1/2"— 90' brass or bronze elbows (FIPT x FIPT) 6. 1-1/2" (MIPT) x compression fitting, Ford C84-66 or equal. 7. 1-1/2" soft copper type K or brass nipples, length to fit. B. 1-1/2" pack—joint 90° ell, for Ford L44-77 or equal. 9. 1-1/2" Customsetter with by—pass Ford VBH 66-12B x 13-3/16" or McDonald brass, with flanged angle ball valve and padlock wings on inlet, and angle check valve outlet, ball valve on bypass with padlock wings. Customsetter shall have vertical inlet and outlet. 10. Rigid meter spreader to be supplied and installed in meter setter by contractor. 11. Water meter shall be supplied and installed by City of Renton upon payment of all related water meter fee and satisfactory pressure and purity tests. 12. 17"x30" equal to Mid—States Plastics, Inc. BCF Series MSBCF 1730-18 with 2" thick Ductile iron damond plate cover 18"x31" equal to Mid—States Plastics, Inc. MSCBC-1730—R with 2" drilled hole for touchread pit lid and meter read lid. 13. 1-1/2" coupling (compression x FIPT) with 1-1/2" plug (MIPT), Ford C-14-66 or equal. The property owner is responsible for any necessary adaptation or extension of water service. NOTE: ALL METER BOXES INSTALLED IN CONCRETE OR PAVED DRIVEWAYS SHALL BE CAST—IRON EQUAL TO OLYMPIC FOUNDARY. EXPANSION JOINTS MUST BE INSTALLED 12" MINIMUM ON BOTH SIDES OF METER BOX. TYPICAL RIB 2-1/2" MIN. FROM NEAREST AND FRONT EDGE OF PIT LID ZY e + PUBLIC WORKS 2 AND 1 12" WATER SERVICE LOCATED STD. PLAN — 320.3 O DEPARTMENT IN RIGHT OF WAY BEHIND SIDEWALK N,yp FEBRUARY 2010 REGISTER SHALL BE TOUCH READ PIT LID 4" POST INDICATOR VALVE TR -PL) AND BE INTELLIGENT COMMUNICATION (MJxMJ) PAINTED BLUE ENCODER TYPE (ICE). METER MUST READ IN 2-3/4" SHACKLE RODS PER CITYCU. FT. OF RENTON SPECIFICATIONS 4" 90° BEND (MJ) L4" END (MJ) IN TEST 2"x2" TEE (MJxFL) 12.. 13 LF 4" D.I.NIPPLE WITH w GATE VALVE (FLxMJ) 0 7'-0" ESILIENT BRASS GATE AND 2" PLUG. LADDER W4" FLxMJ ADAPTOR J SUPPORT BARS 2, - ADAPTOR PER OSHA 4" or 6" D.I. TO BUILDING FLOW EPDXY NON -SHRINK GROUT • 2'-4" 4" TEE (MJxFL) — J WELDED STEEL COLLAR TOUCH READ PIT LID SENSOR MOUNTED ON STEEL PLATE COVER THROUGH 2" DIA. DRILLED HOLE IN COVER. LOCATE HOLE 2Y2" FROM EDGE OF PIT LID AND RIBS. PRECAST CONCRETE VAULT WITH 2 3"x3" HINGED STEEL PLATE COVER. OUTSIDE DIMENSIONS 4'-8"x7'-0". EQUAL TO PIPE INC., OR UTILITY VAULT WITH 57 -7L -B, 2 3'x3' DIAMOND PLATE DOORS) 6",4" OR 3" GATE VALVE (FLxFL) NON -RISING STEM WITH HAND WHEEL EQUAL TO MUELLER CO.A-2380-6. 6" OR 4" (FLxPE) CEMENT LINED DUCTILE IRON PIPE CLASS 52 3'-6" LONG WITH COLLAR 20" FROM P.E. EQUAL TO THOSE SUPPLIED BY PACIFIC S' 4" WATER WORKS CO. INC. 12" AROUND- 4" TEE FL) CITY PRIVATE PIPING PIPING DEADMAN BLOCK REQUIRED WITH SHACKLING TO TEE SENSUS MODEL 520R RADIO wQ91 READ PIT SET SENSOR MOUNTED ON STEEL PLATETWO PIECE CAST IRON VALVE BOX, COVER THROUGH 2" DIA. EQUAL TO OLYMPIC FOUNDRY CO. DRILLED HOLE IN COVER STANDARD 8" TOP SECTION, WITH REGULAR BASE SECTION LENGTH TO FI' 6",4" OR 3" COMPOUND WATER METER (FL) J EQUAL TO SENSUS SRII COMPOUND METER WITH TOUCHREAD PITUD I.C.E. REGISTER & SENSOR WITH 4 WHEEL HIGH RESOLUTION (100 CUBIC ADJUSTABLE STEEL FEET) REGISTER. FOR 3" METER, REDUCE AT PIPE SUPPORT METER WITH 4"X3" FLxFL CONCENTRIC STANCHION BOLTED REDUCER. TO FLOOR e7IIaI11113maIII l26*3 ALL METERS AND BACKFLOW PREVENTION DEVICE COMBINATIONS ARE NOT SHOWN OR INCLUDED IN THE STANDARD DETAIL DRAWINGS. IF YOUR PARTICULAR COMBINATION IS NOT SHOWN, AN APPROVED DRAWING WILL BE REQUIRED BY THE UTILITY ENGINEERING DEPT. FOR ITS INSTALLATION. THE PRINCIPAL REQUIREMENTS REGARDING VAULT SIZING ARE THE LENGTH OF FITTINGS OR THEIR CLEARANCE FROM THE VAULT WALLS, WHICH CLEARANCE SHALL BE A MINIMUM OF 12" FROM THE ENDS AND THE SIDE CLEARANCE SHOULD BE AS TYPICALLY SHOWN ON THE VARIOUS STANDARD DETAILS). NOTE: DEADMAN BLOCK SHALL BE DESIGNED AND INSTALLED SO IT BEARS AGAINST SUFFICIENT UNDISTURBED EARTH SO AS TO SUPPORT THE DESIGNED THRUST. VALVE NUT EXTENSION IF REQUIRED DWG BR46/PAGE 8090) 6", 4" OR 3" GATE VALVE FLxMJ) EQUAL TO MUELLER CO. A-2380-20. TO BUILDING CITY PRIVAI PIPING PIPING 6" OR 4" PExPE CEMENT LINED DUCTILE IRON PIPE CLASS 52. LENGTH TO FIT. 6" OR 4" FLEXIBLE FLANGED COUPLING ADAPTOR, ROMAC OR APPROVED EQUAL. ZY er< + PUBLIC WORKS 3", 4" & 6" COMPOUND DOMESTIC STD. PLAN — 320.4 O DEPARTMENT WATER METER ASSEMBLY N,yp MARCH 2010 wQ91 III II IJP ' 1 7 e S 6",4" OR 3" COMPOUND WATER METER (FL) J EQUAL TO SENSUS SRII COMPOUND METER WITH TOUCHREAD PITUD I.C.E. REGISTER & SENSOR WITH 4 WHEEL HIGH RESOLUTION (100 CUBIC ADJUSTABLE STEEL FEET) REGISTER. FOR 3" METER, REDUCE AT PIPE SUPPORT METER WITH 4"X3" FLxFL CONCENTRIC STANCHION BOLTED REDUCER. TO FLOOR e7IIaI11113maIII l26*3 ALL METERS AND BACKFLOW PREVENTION DEVICE COMBINATIONS ARE NOT SHOWN OR INCLUDED IN THE STANDARD DETAIL DRAWINGS. IF YOUR PARTICULAR COMBINATION IS NOT SHOWN, AN APPROVED DRAWING WILL BE REQUIRED BY THE UTILITY ENGINEERING DEPT. FOR ITS INSTALLATION. THE PRINCIPAL REQUIREMENTS REGARDING VAULT SIZING ARE THE LENGTH OF FITTINGS OR THEIR CLEARANCE FROM THE VAULT WALLS, WHICH CLEARANCE SHALL BE A MINIMUM OF 12" FROM THE ENDS AND THE SIDE CLEARANCE SHOULD BE AS TYPICALLY SHOWN ON THE VARIOUS STANDARD DETAILS). NOTE: DEADMAN BLOCK SHALL BE DESIGNED AND INSTALLED SO IT BEARS AGAINST SUFFICIENT UNDISTURBED EARTH SO AS TO SUPPORT THE DESIGNED THRUST. VALVE NUT EXTENSION IF REQUIRED DWG BR46/PAGE 8090) 6", 4" OR 3" GATE VALVE FLxMJ) EQUAL TO MUELLER CO. A-2380-20. TO BUILDING CITY PRIVAI PIPING PIPING 6" OR 4" PExPE CEMENT LINED DUCTILE IRON PIPE CLASS 52. LENGTH TO FIT. 6" OR 4" FLEXIBLE FLANGED COUPLING ADAPTOR, ROMAC OR APPROVED EQUAL. ZY er< + PUBLIC WORKS 3", 4" & 6" COMPOUND DOMESTIC STD. PLAN — 320.4 O DEPARTMENT WATER METER ASSEMBLY N,yp MARCH 2010 12" M. 18" MF SEE A A PLAN VIE WATER SECTION A—A VALVE BOX LID WITH EARS IN DIRECTION OF 2" SQUARE WATER MAIN AND WORD OPERATING NUT WATER" CAST INTO IT CONCRETE COLLAR FOR LVES IN PAVED AREAS 4-1/4" DIA. 1/8" MIN. THICKNESS IECE CAST IRON VALVE X, RICH—SEATTLE TYPE OLYMPIC FOUNDRY 1" STEEL LENGTH AS REQUIRED 1/8" MIN. THICKNESS 2-1/4" INSIDE MEASUREMENT 2-1/4" DEPTH VALVE OPERATING NUT EXTENSION VALVE OPERATION NUT EXTENSION NOTE: EXTENSIONS ARE REQUIRED WHEN VALVE NUT IS MORE THAN THREE (3) FEET BELOW 3" FINISHED GRADE. EXTENSIONS ARE TO BE A 38" MIN. MINIMUM OF ONE (1) FOOT LONG. ONLY ONE WIDTH EXTENSION TO BE USED PER VALVE. WHITE POS NOTE: ALL EXTENSIONS ARE TO BE MADE 62" OF STEEL, SIZED AS NOTED, AND PAINTED — —I WITH TWO COATS OF METAL PAINT. llllllllllll 111111_ -Ti i 24" VALVE MARKER NOTES: VALVE MARKERS SHALL BE EQUAL TO CARSONITE UTILITY MARKER VALVE MARKER POST TO BE USED FOR ALL MAIN LINE VALVES OUTSIDE PAVED AREAS VALVE MARKER POST ZY Oe + PUBLIC WORKS VALVE BOX, MARKER & OPERATING STD. PLAN — 330.1 DEPARTMENT NUT EXTENSION N,yp MARCH 2010 CAP 22-1/2' BEND 45° BEND TEE 90° BEND THRUST BLOCK BEARING AREA IN SQUARE FEET (SEE NOTES) FOR HORIZONTAL AND DOWNWARD VERTICAL BENDS SOIL FIRM SILT COMPACT SAND FIRM SILTY SAND COMPACT SAND & GRAVEL 90°45° BEND 11 1/4° 90° 45` BEND 11 1/4° 90° 45° BEND 11 1/4° FITTING BEND TEE CAP OR PLUG 22 1/2° BEND TEE CAP OR PLUG & 22 1/2° BEND TEE CAP OR PLUG & 22 1/2° BEND BEND BEND 4" 7.0 4.2 1 4.2 1.7 2.9 2.1 2.1 1.0 2.2 1.6 1.6 1.0 6" 13.3 9.4 9.4 3.8 6.7 4.7 4.7 1.9 5.0 3.5 3.5 1.4 8" 23.3 16.7 16.7 6.7 11.7 8.4 8.4 3.4 8.8 6.3 6.3 2.5 12" 53.0 37.5 37.5 15.0 126.5 18.8 18.8 7.5 20.0 14.0 14.0 5.6 AREAS CALCULATED ON 300 PSI TEST PRESSURE. 3'-0" MIN. COVER FOR WATERMAIN LESS THAN 12". 4'-0" MIN. COVER FOR WATERMAIN 12" OR GREATER. MAX. HEIGHT OF THRUST BLOCK (FT) = 0.5 x DEPTH OF TRENCH MIN. HEIGHT OF THRUST BLOCK (FT) = O.D. PIPE + 1.0' TRUST BLOCK BE, REA REFERS TO 4CE OF BLOCK M IN SQUARE FEET NOTES: 1. LOCATION AND SIZE OF BLOCKING FOR PIPE LARGER THAN 12"DIAMETER AND FOR SOIL TYPES DIFFERENT THAN SHOWN SHALL BE DETERMINED BY THE ENGINEER. 2. ALL BLOCKING SHALL BE POURED IN PLACE AGAINST UNDISTURBED NATIVE GROUND. 3. ALL POURED THRUST BLOCKS SHALL BE BACKFILLED AFTER MIN. 1 DAY. PRESSURE TESTING SHALL OCCUR AFTER CONCRETE HAS REACHED NOMINAL COMPRESSIVE STRENGTH. 4. ALL BLOCKING SHALL BE CONCRETE CL 5 (1-1/7'). 5. BLOCKING AGAINST FITTINGS SHALL BEAR AGAINST THE GREATEST FITTING SURFACE AREA POSSIBLE, BUT SHALL NOT COVER OR ENCLOSE BELL ENDS, JOINT BOLTS OR GLANDS REASONABLE ACCESS TO BOLTS AND GLANDS SHALL BE PROVIDED. r+(ND CONCRETE BLOCKING FOR STD. PLAN - 330.2 PUBLIC WORKS DEPARTMENT HORIZONTAL AND DOWNWARD Ll VERTICAL BENDS MARCH 2010 TYPE B BLOCKING FOR 45° VERTICAL BENDS SHACKLE RODS a VB d d L Q p p TYP) W J d O U7 n a w U JO Q d' U7W O - ( Z W W- J w R F S WS N Z U W d Q d O Z Z cn- ln Hp WUO w OU - d ad d W O vt El d 4 d d p 4 300 45 27 3 Q 206" d d 8" I-- m oo a LLJ LLLd a 2t /a d LEST d 27 3 a a 8" 300 a 23t/2 s/a 2422t/2 a a 64 4 t d d 300 22t/2 125 5 t 36 Li d O d Q d p a d4 a d d°d ad 4 a a d j111/4 d 4 d S j 1 N i R = INSIDE RADIUS OF SHACKLE ROD BEND QW p m af cn N o SHACKLE RODS TYP) R R i 2 TURNBUCKLES TYPE A THREAD 6" 0.19*S Q1 d a 4 J 4 a d 4 d4 4 2° m D ad d CG a a 4 d 4 a 44 CD Ld aD z 4 Q 4 ul Lu C) 1dD a 4 4 4 LL W 4 a x 4 4 9 q d Ld d 4 d 4 d 4 d0 4 44 4 4 O d Q d a S TYPE B Y CONCRETE BLOCKING FOR VERTICAL STD. PLAN 330.3 as PUBLIC WORKS FITTINGS DEPARTMENT N'C MARCH 2010 TYPE B BLOCKING FOR 45° VERTICAL BENDS a VB d d L Q p p WO Z W J d O U7 n a w U JO Q d' U7W O - ( Z W W- J w O O U F S WS N Z U W d Q d O Z Z cn- ln Hp WUO w OU - d ad d W O vt p d 4 d d p 4 300 45 27 3 Q 206" d d 8" J 5 a 6" 300 t a 2t /a d 24 d 27 3 a a 8" 300 a 23t/2 s/a 2422t/2 a a 64 4 t d d 300 22t/2 125 5 t 36 O d O d Q d p a d4 a d d°d ad 4 a a d d 4 d S 1 TYPE B BLOCKING FOR 45° VERTICAL BENDS VB s d L Q p p WO Z W J z O U7 n m N w U JO Q d' U7W O - ( Z W W- J w O O U F S WS N Z d a U W m O W W p Z O Z Z cn- ln Hp WUO w OU - O- H W O vt p d 4 p 4" 300 45 27 3 s/a 206" 64 4 8" 125 5 6" 300 t 30 TYPE A BLOCKING FOR 11 t/a° & 22t/2' VERTICAL BENDS VB S d L Q p W p WO z W wJ z n oZw p m w mw U vw ow w U W - W J pU m N = U U N VlZ d U U Hp WU O W W p O OZ O ZOZ Hfn U Z p H U W W OO Z U N Q p W p 4" 300 111/4 8 2 s/a 18 22t/2 12 2t/a 24 6" 300 111/4 12 2t /a s/a 24 22t 2 27 3 8" 300 143 23t/2 s/a 2422t/2 11t/a 64 4 t 24 12" 300 22t/2 125 5 t 36 Where shown on the plans or in the specifications or required by the Engineer, joint restraint system (shackle rods) shall be used. All joints restraint materials used shall be those manufactured by Star National Products, 1323 Holly Avenue, PO Box 258, Columbus,. Ohio 43216 unless an equal alternate is approved in writing by the Engineer. Materials Steel Types: High strength low—alloy steel (cor—ten), ASTM A588 heat—treated. 1. Tebolt: ASTM A588, Grade B, Cor—Ten, equal to SuperStar Tielbolt SST 7 5/8" for 2" and 3" mechanical joints (M.J.) with eye for 5/8" rod SST 7 3/4" for 4" to 12" M.J. with eye for 3/4" rod SST 756: 3/4" for 14" to 24" M.J. with eye for 3/4" rod SST 747: 3/4" for 4" to 12" M.J. with eye for 7/8" and 1" rod SST 757: 3/4" for 14" to 24" M.J. with eye for 7/8" and 1" rod SST 778: 1" for 30" to 36" M.J. with eye for 1" rod 2.Tienut: Hex Nut ASTM A588, Grade B, Cor—Ten, equal to SuperStar Tienut SS8 for 5/8", 3/4", 7/8", 1" Tiebolt and Tierod 3.Tiecoupling with Tiestop Pin ASTM A588, Grade B, Cor—Ten, equal to SuperStar Tiecoupling SS10 for 5/8", 3/4", 7/8", 1" Tierod 4. Tierod: Continuous threaded rod for cutting to desired lengths ASTM A588, Grade B, Cor—Ten, equal to SuperStar Tierod SS12 for 5/8", 3/4", 7/8", 1" 5. Tiewasher ASTM A588, Grade B, Cor—Ten, equal to SuperStar Tiewasher SS17 for 5/8", 3/4", 7/8", 1" round flat washer Installation: Install the joint restraint system in accordance with the Manufacturer's instructions so all joints are mechanically locked together to prevent joint separation. Tiebolts shall be installed to pull against the mechanical joint body and not the M.J. follower. Torque nuts at 75-90 foot pounds for 3/4" nuts. Install tiecouplings with both rods threaded equal distance into tiecouplings. Arrange tierods symmetrically around the pipe. 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 adaptor shall be used instead, so as to provide adequate space for locating tiebolt. Where a continuous run of pipe is required to be restrained, no run of restrained pipe shall be greater than 60 feet in length betwee fittings. Insert long body solid sleeves as required on longer runs to keep tierod lengths to the 60 foot maximum. Pipe used in continuously restrained runs shall be mechanical joint pipe and tiebolts shall be installed as rod guides at each joint. Pipe Size Inches Test Pressure PSI 2 4 Number and Size of Rods 6 8 10 12 14 24 2 250 314" 3 250 314" 4 250 314" 6 250 314" 8 250 314" 10 250 314" 12 250 314" 14 250 314" 16 250 314" 18 250 314" 20 250 314" 24 250 314" 30 200 314" 36 200 1" 42 200 1" 48 200 1" S Y STD. PLAN — 330.5Oe PUBLIC WORKS SHACKLE RODDS DEPARTMENT AND TIE BOLTS N,yp MARCH 2010 WATER MAIN IF ADDITIONAL ADJUSTMENT IS REQUIRED, INSTALL 2-2" CLOSE NIPPLE AND 2-2" 90° BEND, SCREWED 2" CLOSE NIPPLE AT THIS POINT. FIELD LOCATE PLASTIC METER BOX IN PLANTER OR CAST IRON BOX IN PAVED OR CONCRETE AREAS. 2" CLOSE NIPPLE 2" 2" 90• ELBOW 2" 90° ELBOW GALVANIZED PIPE AS REQUIRED CONCRETE BLOCKING IrisA\ VALVE NUT EXTENSION AS REQUIRED TWO PIECE CAST IRON VALVE (SEE DWG BR46 / PAGE B090) EQUAL TO OLYMPIC FOUNDRY CO. GROUND LINE CONCRETE SIDEWALK STANDARD 8" TOP SECTION, 6" MAX. WITH REGULAR BASE SECTION LENGTH TO FIT., 2" RESILIENT SEATED 2 1/2" NST (HOSE) GATE VALVE, SCREWED AND 2 1/2" FNST 2" GALVANIZED CAP WITH GASKET PIPE 12" LONG 2" CLOSE NIPPLE 2"x2"x2" TEE AND 2" CAP BETWEEN CAP OR PLUG _ 2" CLOSE NIPPLE BEWTEEN TEE AND 2" 90° ELBOW AND 90° ELBOW. INSTALL 4 MIL POLYETHYLENE 18" MAX. oa ooa ooa PLASTIC COVER OVER WASHED ° ° ° °°0 °° ° ° ° ° GRAVEL. CUT HOLE FOR PIPE° a° °0 oOo 0 000 00000 10 CU. FT. WASHED GRAVEL PASSING 1-1/2" AND RETAINED ON 1/4" MESH FOR DRAIN ELEVATION 2" 90° ELBOW ZY STD. PLAN — 340.1Oet + PUBLIC WORKS 2" BLOW—OFF DEPARTMENT PERMANENT ASSEMBLY N,yp MARCH 2010 CONCRETE DEAD MAN BLOCKING WITH SHACKLE RODS TO CAP, BLOCK SHALL BE POURED AGAINST UNDISTURBED EARTH, SIZE OF BLOCK TO BE DETERMINED BASED ON TEST PRESSURE OF WATER LINE AND SOIL CHARACTERISTICS. CAST IRON CAP OR PLUG WITH 2" IPS TAP SHALL BE A ROCKWELL 482 END CAP COUPLING. WATER MAIN 2" GALVANIZED IRON PIPE7 AS REQUIRED. 2" CLOSE NIPPLE 2" 90° ELBOW *2" GALVANIZED IRON PIPE, 12" LONG. PLAN TWO PIECE CAST IRON VALVE BOX VALVE NUT EXTENSION IF REQUIRED EQUAL TO RICH VALVE CO. STANDARD (SEE DWG BR46 / PAGE B090) 8" TOP SECTION, WITH REGULAR BASE SECTION LENGTH TO FIT. INSTALL 2" 90° ELBOW, SCREWED 2" PLUG, SCREWED 18" 2" GALVANIZED IRON PIPE 12" LONG - 2" GALVANIZED IRON PIPET"2 AS REQUIRED. RESILIENT GATE VE, SCREWED INSTALL 2" 90° ELBOW, SCREWED 2" GALVANIZED IRON PIPE AS REQUIRED. ELEVATION Y STD. PLAN — 340.2 et + PUBLIC WORKS 2" BLOW -OFF NTo DEPARTMENT TEMPORARY ASSEMBLY MARCH 2010 2" BEEHIVE STRAINER CUT OPENING AS REQUIRED, AFTER INSTALLATION, GROUT AROUND PIPE. 2" OPEN PATTERN, RETURN BEND — 180° 2" GALVANIZED IRON PIPE FIELD LOCATE 6" MAX. 1" CLOSE NIPPLE 1g" 1" UNIONL1" NIPPLE 1" UNION INSTALL: 1 — 2'X1" REDUCER 2 — 2" 90' BENDS AS SWING JOINT oo p o o D o 0 00 D O 0 p O D D O S 12" MIN. ° 8 co oao°o o 0000 0000 1 eo 0e.0. 1" GALVANIZED IRON PIPE TO FIT NOTE: 1" 90' ELBOW 17"x30" PLASTIC METER BOX EQUAL TO MID STATES PLASTIC, BCF SERIES 1730-18 WITH 2" THICK DUCTILE IRON DIAMOND PLATE. 18"x31" MSCBC 1730R 1" TYPE "K" SOFT COPPER TUBING 1" COMBINATION AIR RELEASE & VACUUM VALVE, SCREWED. APCO NO. 143C OR EQUAL. WASHED GRAVEL, PASSING 1-1/2" AND RETAINED ON 1/4" MESH FOR DRAIN AIR AND VACUUM RELEASE VALVE ASSEMBLY SHALL BE INSTALLED AT HIGHEST POINT OF LINE. IF HIGH POINT FALLS IN A LOCATION WHERE ASSEMBLY CANNOT BE INSTALLED, PROVIDE ADDITIONAL DEPTH OF LINE TO CREATE A HIGH POINT AT A LOCATION WHERE ASSEMBLY CAN BE INSTALLED. LOCATE ARE—VACUUM METER BOX OUTSIDE OF TRAFFIC AREAS, IN PLANTING STRIPS, BEHIND CURB OR SIDEWALK. 1" BRONZE GATE VALVE, SCREW EQUAL TO RED—WHITE VALVE CORP. FIG NO.280 COUPLING COPPER TO MALE IRON PIPE—FORD C28-44 OR EQUAL. 2" RESILIENT SEAT GATE VALVE WITH THREADED ENDS 2" BRASS NIPPLE — 6" LONG MIPT X MIPT) 2" IRON PIPE THREAD CORPORATION STOP WITH 90' BEND FOR COPPER. FORD TYPE F1000 PACK JOINT CTS. DOUDLE STRAP SERVICE CLAMP WITH 2" IPS TAP TO FIT, EQUAL TO MEULLER CO. 2"x1" BRASS BUSHING ZY e + PUBLIC WORKS 1" AIR & VACUUM RELEASE STD. PLAN — 340.3 O DEPARTMENT ASSEMBLY N,yp MARCH 2010 DocuSign Envelope ID: 345B681D-914F-4F2D-AB59-7C192D3B78A3 10/26/2020 | 12:55 PM PDT DocuSign Envelope ID: 345B681D-914F-4F2D-AB59-7C192D3B78A3 10/26/2020 | 12:55 PM PDT DocuSign Envelope ID: 345B681D-914F-4F2D-AB59-7C192D3B78A3 10/26/2020 | 12:55 PM PDT DocuSign Envelope ID: 345B681D-914F-4F2D-AB59-7C192D3B78A3 10/26/2020 | 12:55 PM PDT DocuSign Envelope ID: 345B681D-914F-4F2D-AB59-7C192D3B78A3 10/26/2020 | 12:55 PM PDT DocuSign Envelope ID: 345B681D-914F-4F2D-AB59-7C192D3B78A3 10/26/2020 | 12:55 PM PDT DocuSign Envelope ID: 345B681D-914F-4F2D-AB59-7C192D3B78A3 10/26/2020 | 12:55 PM PDT DocuSign Envelope ID: 345B681D-914F-4F2D-AB59-7C192D3B78A3 10/26/2020 | 12:55 PM PDT DocuSign Envelope ID: 345B681D-914F-4F2D-AB59-7C192D3B78A3 10/26/2020 | 12:55 PM PDT DocuSign Envelope ID: 345B681D-914F-4F2D-AB59-7C192D3B78A3 10/26/2020 | 12:55 PM PDT SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION STATE DESIGN ENGINEER Washington State Department of Transportation ‘ LANDING A CURB RAMP FACE OF CURB A ‘ C B SECTION A CURB RAMP CURB RAMP LEGEND CURB RAMP B LANDING LANDING (TYP.)4" FACE OF CURB SIDEWALK SIDEWALK SIDEWALK SIDEWALK CURB AND GUTTER SECTION SECTION CROSSWALKCROSSWALK GRADE BREAK GRADE BREAK GRADE BREAK 3" R. LANDING PLAN VIEW PLAN VIEW TYPE PARALLEL A TYPE PARALLEL B SEE CONTRACT PLANS 1. 2. 3. NOTES LANDINGCURB RAMP (TYP.)4" ISOMETRIC VIEWISOMETRIC VIEW TYPE PARALLEL A PAY LIMIT TYPE PARALLEL B PAY LIMIT SLOPE IN EITHER DIRECTION STANDARD PLAN F-40.12-03 ROADWAY TOP OF 5.0% MAX.COUNTER SLOPE VARIESSEE CONTRACT PLANS 4. 5. 6. 7. 8. 9. GRADE BREAK GRADE BREAK SEE CONTRACT PLANS 4’ - 0" MIN. ~ SEE DETECTABLE WARNING SURFACE ~ STANDARD PLAN F-45.10 SEE DETECTABLE WARNING SURFACE ~ STANDARD PLAN F-45.10 PEDESTRIAN CURB ~ SEE NOTE 9 SEE DETECTABLE WARNING SURFACE ~ STANDARD PLAN F-45.10 PEDESTRIAN CURB ~ SEE NOTE 9 SEE CONTRACT PLANS 4’ - 0" MIN. ~ PEDESTRIAN CURB ~ SEE NOTE 9 CURB ~ CEMENT CONCRETE PEDESTRIAN SEE NOTE 9 4’ - 0" MIN. 4’ - 0" MIN. 4’ - 0" MIN. SEE CONTRACT PLANS SEE 3/8" EXPANSION JOINT (TYP.) ~ STANDARD PLAN F-30.10 PARALLEL B" PAY LIMIT ~ "CEMENT CONCRETE CURB RAMP TYPE SEE NOTE 6 PARALLEL A" PAY LIMIT ~ "CEMENT CONCRETE CURB RAMP TYPE SEE NOTE 6 PARALLEL CURB RAMPDRAWN BY: FERN LIDDELL(TYP.)4" * **FORMWORK (8.3% MAX.) ~ SEE NOTE 7 7.5% OR FLATTER RECOMMENDED FOR DESIGN/*** (ALONG INSIDE RADIUS AT BACK OF WALKWAY) (ALONG INSIDE RADIUS AT BACK OF WALKWAY) SEE NOTE 7 15’ - 0" MAX. (TYP.) * ** SEE NOTE 7 15’ - 0" MAX. (TYP.) SEE NOTE 7 15’ - 0" MAX. (TYP.) C * ** * DEPRESSED CURB AND GUTTER DEPRESSED CURB AND GUTTER SEE CONTRACT PLANS 4’ - 0" MIN. ~ SEE CONTRACT PLANS 4’ - 0" MIN. ~ DESIGN/FORMWORK (2% MAX.) 1.5% OR FLATTER RECOMMENDED FOR CURB AND GUTTER SEE DEPRESSED CURB AND GUTTER ~ STANDARD PLAN F-10.12 AND NOTE 6 ** 1 1 CONTRACTION JOINT EQUALLY SPACED 4’ - 0" MIN. OC. FOR CURB RAMP LENGTHS GREATER THAN 8’ - 0"PROVIDE STANDARD PLAN F-30.1 CONTRACTION JOINT (TYP.) ~ SEE 1 CURB RAMP SEE 3/8" (IN) EXPANSION JOINT (TYP.) ~ STANDARD PLAN F-30.10 JOINT (TYP.) ~ SEE 3/8" (IN) EXPANSION STANDARD PLAN F-30.10 JOINT (TYP.) ~ SEE 3/8" EXPANSION STANDARD PLAN F-30.10 Specifications 8-14. Standard Standard Plan F-30.10 F-10.12 Standard Plan Ramp or Landing and there will be no material to retain. Curb Ramp and/or Landing will be at the same elevation as the Curb Pedestrian Curb may be omitted if the ground surface at the back of the Curb Ramps and Landings shall receive a broom finish. See walkway. 15-foot max. length is measured on the inside radius along the back of the the15-foot max. measurement. When a ramp is constructed on a radius, the over a horizontal distance of 15 feet. Do not include abutting landing(s) in constant slope from bottom of ramp to top of ramp to match into the sidewalk the running slope of the curb ramp is allowed to exceed 8.3%. Use a single shown in the Contract Plans). When applying the 15-foot max. length, The Curb Ramp length is not required to exceed 15 feet (unless otherwise Pedestrian Curb, or Sidewalks. the adjacent Curb, Curb and Gutter, Depressed Curb and Gutter, The Bid Item "Cement Concrete Curb Ramp Type __" does not include See Contract Plans for width and placement of sidewalk. for Cement Concrete Sidewalk Details.See Pedestrian Curb details. for Curb, Curb and Gutter, Depressed Curb and Gutter, and See Contract Plans for the curb design specified. See Curb and Gutter where the Landing connects to the roadway. nances on any part of the Curb Ramp or Landing, or in the Depressed Do not place Gratings, Junction Boxes, Access Covers, or other appurte- break between the two adjacent surface planes shall be flush. Where "GRADE BREAK" is called out, the entire length of the grade roadway must be contained within the width of the crosswalk markings. At marked crosswalks, the connection between the landing and the STA TEOFWASHINGT O NR EGISTEREDPROFE S SIONAL ENGINEERR ELLEZ TTOCS .R28680 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION STATE DESIGN ENGINEER Washington State Department of Transportation CROSSWALK ‘DRAWN BY: FERN LIDDELLPLAN VIEW SECTION4"SECTION C ROADWAY TOP OF SECTION ROADWAY TOP OF CURB RADIUS DETAIL WITH BUFFER A A C CURB RAMP CURB RAMP B LANDING CURB RAMP CURB RAMP (TYP.)4"ISOMETRIC VIEW D (TYP.)4"GRADE BREAK BREAK GRADE PAY LIMIT TYPE COMBINATION TYPE COMBINATION LANDING SEE CONTRACT PLANS LANDING (TYP.) 3" R. 1. 2. 3. 4. NOTES 5. 6. 7. 8. CURB RAMP LEGEND STANDARD PLAN F-40.14-03 D DETAIL 9. COMBINATION" PAY LIMIT ~ "CEMENT CONCRETE CURB RAMP TYPE SEE NOTE 6 CURB RAMPVARIES 5.0% MAX.COUNTER SLOPE SEE CONTRACT PLANS GRADE BREAK GRADE BREAK B AND GUTTER ~ CEMENT CONCRETE CURB SEE NOTES 4 & 6 PEDESTRIAN CURB ~ CEMENT CONCRETE SEE NOTE 9 SEE DETECTABLE WARNING SURFACE ~ STANDARD PLAN F-45.10 SEE CONTRACT PLANS BUFFER STRIP (TYP.) ~ SEE CONTRACT PLANS MATCH SIDEWALK (4’ - 0" MIN.) ~ CONTRACT PLANS 4’ - 0" MIN. ~ SEE PEDESTRIAN CURB ~ CEMENT CONCRETE SEE NOTE 9 SEE DETECTABLE WARNING SURFACE ~ STANDARD PLAN F-45.10 GUTTER ~ DEPRESSED CURB AND SEE NOTES 4 & 6 4’ - 0" MIN.15’ - 0" MAX. SEE NOTE 7 SEE DETECTABLE WARNING SURFACE ~ STANDARD PLAN F-45.10 PEDESTRIAN CURB ~ CEMENT CONCRETE SEE NOTE 9 4’ - 0" MIN. GUTTER ~ CEMENT CONCRETE CURB AND SEE NOTES 4 & 6 CURB (TYP.) ~ CEMENT CONCRETE PEDESTRIAN SEE NOTE 9 4’ - 0" MIN. SEE CONTRACT PLANS COMBINATION CURB RAMP * ** SLOPE IN EITHER DIRECTION DESIGN/FORMWORK (8.3% MAX.) 7.5% OR FLATTER RECOMMENDED FOR DESIGN/FORMWORK (2% MAX.) 1.5 OR FLATTER RECOMMENDED FOR (ALONG INSIDE RADIUS AT BACK OF WALKWAY) 15’ - 0" MAX. (TYP.) SEE NOTE 7 15’ - 0" MAX. (TYP.) SEE NOTE 7 ******* * STRIP BUFFER PLANS SEE CONTRACT PEDESTRIAN CURB ~ CEMENT CONCRETE SEE NOTE 9 SEE 3/8" (IN) EXPANSION JOINT (TYP.) ~ STANDARD PLAN F-30.10 3’ - 0" MIN. (TYP.) * SEE DEPRESSED CURB AND GUTTER ~ STANDARD PLAN F-10.12 AND NOTE 6 DEPRESSED CURB AND GUTTER ~ SEE NOTES 4 & 6 CURB AND GUTTER ~ CEMENT CONCRETE SEE NOTES 4 & 6 SEE 3/8" (IN) EXPANSION JOINT (TYP.) ~ STANDARD PLAN F-30.10 1 1 1 STANDARD PLAN F-30.10 CONTRACTION JOINT EQUALLY SPACED 4’ - 0" MIN. OC. FOR CURB RAMP LENGTHS GREATER THAN 8’ - 0" PROVIDE CONTRACTION JOINT (TYP.) ~ SEE Standard Specifications 8-14. Standard Plan F-30.10 Standard Plan F-10.12 material to retain. Landing will be at the same elevation as the Curb Ramp or Landing and there will not be Pedestrian Curb may be omitted if the ground surface at the back of the Curb Ramp and/or Curb Ramps and Landings shall receive a broom finish. See walkway. radius, the 15-foot max. length is measured on the inside radius along the back of the the abutting landing in the 15-foot max. measurement. When a ramp is constructed on a of ramp to match into the sidewalk over a horizontal distance of 15 feet. Do not included ramp is allowed to exceed 8.3%. Use a single constant slope from bottom of ramp to top Contract Plans). When applying the 15-foot max. length, the running slope of the curb The Curb Ramp length is not required to exceed 15 feet (unless otherwise shown in the Curb and Gutter, Depressed Curb and Gutter, Pedestrian Curb, or Sidewalks. The Bid Item "Cement Concrete Curb Ramp Type __" does not include the adjacent Curb, for width and placement of sidewalk. for Cement Concrete Sidewalk Details. See Contract Plans See Curb and Gutter, Depressed Curb, Gutter and Pedestrian Curb details. for Curb, See Contract Plans for the curb design specified. See connects to the roadway. where the landing of the Curb Ramp or Landing, or in the Depressed Curb and Gutter Do not place Gratings, Junction Boxes, Access Covers, or other appurtenances on any part adjacent surface planes shall be flush. Where "GRADE BREAK" is called out, the entire length of the grade break between the two contained within the width of the crosswalk markings. At marked crosswalks, the connection between the curb ramp and the roadway must be STA TEOFWASHINGT O NR EGISTEREDPROFE S SIONAL ENGINEERR ELLEZ TTOCS .R28680 (MKMXEPP]WMKRIHF]67GSXX>IPPIV (EXI  (EXI   SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION STATE DESIGN ENGINEER Washington State Department of Transportation MAX.MIN. A B C D D C A A B B 0.65" 0.9" 0.45" 1. 2. 3. 4. NOTES CURB RAMP TRUNCATED DOME SPACING __ A A TRUNCATED DOME SECTION 0.90" 2.40"1.60" 1.40" PEDESTRIAN RAILROAD CROSSING15’ MAX.6’ MIN.15’ MAX.6’ MIN.RAIL LANDING CURB RAMP CURB RAMP LANDING E 0.2"0.2" E PLACEMENT GUIDELINES CURB RAMP SEE NOTE 3 5. 6. PARALLEL CURB RAMP SINGLE DIRECTION CURB RAMP SHOULDERMIN.2’- 0" ISLAND ROUNDABOUT SPLITTER6’ - 0" MIN.DRAWN BY: FERN LIDDELLDETECTABLE WARNING SURFACE DETAIL TRUNCATED DOME DETAILS WALKWAY WIDTH OF SHARED-USE PATH CONNECTION CURB AND GUTTER WALKWAY PATH OR WIDTH OF CURB RAMP MEDIAN CUT-THROUGH ISLAND CUT-THROUGH THROUGH OR WALKWAY CURB RAMP, LANDING, CUT- WALKWAY LANDING, CUT-THROUGH OR MATCH TO WIDTH OF CURB RAMP, WALKWAY PATH OR SHARED-USE WALKWAY (TYP.) USE PATH OR WIDTH OF SHARED- WALKWAY WALKWAY FLAREFLARE WALKWAYWALKWAY LANDING WIDTH OF SEE NOTE 2 BACK OF CURB ~ LANDING > 5 FT. FROM BACK OF CURB) (GRADE BREAK BETWEEN CURB AND WALKWAY CURB RAMP WALKWAY WIDTH OF WALKWAY LANDING SINGLE DIRECTION CURB RAMP BACK OF CURB BREAKGRADE BREAKGRADE 7. 8. SEE NOTE 3 SURFACE (DWS) ~ DETECTABLE WARNING EDGE PAVEMENT MIN. 2’ - 0" LANDING = 5 FT. FROM BACK OF CURB) (GRADE BREAK BETWEEN CURB AND LANDING 2’ - 0" MIN. 2’ - 0" MIN. (SEE NOTE 6) SEE NOTE 2 BACK OF CURB ~ (SEE NOTE 6) (SEE NOTE 6) SEE NOTE 2 BACK OF CURB ~ (SEE NOTE 6) SEE NOTE 2 BACK OF CURB ~ SEE NOTES 4 & 7 SURFACE (DWS) ~ DETECTABLE WARNING SEE NOTE 8 OFFSET SEE NOTES 4 & 5 SURFACE (DWS) ~ DETECTABLE WARNING (TYP.) WIDTH OF CUT-THROUGH SEE NOTE 2 BACK OF CURB ~ SEE NOTE 2 BACK OF CURB ~ SEE NOTE 2 BACK OF CURB ~ SEE NOTE 4 SURFACE (DWS) ~ DETECTABLE WARNING LANDING, OR WALKWAY WIDTH OF CURB RAMP, TRAVEL DIRECTION OF APPLICATIONS TYP. OF ALL 2’ - 0" MIN. ~ SEE NOTE 3 SURFACE (DWS) ~ DETECTABLE WARNING SEE NOTE 3 SURFACE (TYP.) ~ DETECTABLE WARNING SEE NOTE 3 SURFACE (TYP.) ~ DETECTABLE WARNING SURFACE (DWS) ~ SEE NOTE 3 DETECTABLE WARNING PERPENDICULAR CURB RAMP SURFACE (DWS) ~ SEE NOTE 3 DETECTABLE WARNING STANDARD PLAN F-45.10-02 SURFACE DETECTABLE WARNING FOR COLOR OF SURFACE SEE STANDARD SPECIFICATIONS THROUGH (TYP.) WIDTH OF CUT- (TYP.) WIDTH OF CUT-THROUGH bottom of the curb ramp directly above the grade break. 5 ft. from the back of curb at all points, place the Detectable Warning Surface on the When the grade break between the curb ramp and the landing is less than or equal to the bottom of the ramp and within the required distance from the rail. If a curb ramp is required, the location of the Detectable Warning Surface must be at for sidewalk and curb ramp details. Standard Plans See Detectable Warning Surface shall be placed at the pavement edge. If curb and gutter are not present, such as a shared-use path connection, the The rows of truncated domes shall be aligned to be parallel to the direction of travel. break at the back of curb. The rows of truncated domes shall be aligned to be perpendicular to the grade back of the curb is permitted (measured at the leading corners of the DWS panel). requires a concrete border around the DWS, a variance of up to 2 inches from the at the center of the DWS panel. Exception: If the Manufacturer of the selected DWS with no more than a 2 inch gap between the DWS and the back of the curb measured two leading corners of the DWS panel placed adjacent to the back of the curb, and The Detectable Warning Surface (DWS) shall be placed at the back of curb, with the on each side of the DWS is permitted. the DWS requires a concrete border around the DWS, a variance of up to 2 inches landing, or other roadway entrance as applicable. Exception: If the Manufacturer of The Detectable Warning Surface (DWS) shall extend the full width of the curb ramp, STA TEOFWASHINGT O NR EGISTEREDPROFE S SIONAL ENGINEERR ELLEZ TTOCS .R28680 ....I ....I w 0 0 ::i z 0::: w u. ;;.: CD I 0 Cl) 0 0::: <( 00 -, 0::: <( (/) :!!: (/) 0 0::: () TWO-WAY LEFT-TURN CENTER LINE SEE CONTRACT FOR LENGTH OF STORAGE LANE 50' i i 1 16' I i----i ....I :::::100· SEE CONTRACT FOR LENGTH OF STORAGE LANE 50' E + 50' :::::25' WIDE LANE LINE WHITE EDGE LINE DOUBLE CENTERLINE (YELLOW) (NARROW PATTERN) 500' MAX. i i 1 16' I tTYF~.j LEFT-TURN CHANNELIZATION IN TWO-WAY LEFT-TURN LANE ....I APPROACH TAPER (SEE CONTRACT) WHITE EDGE LINE DOUBLE CENTERLINE (YELLOW) (NARROW PATTERN) TWO-WAY LEFT-TURN LANE TRANSITION ....I 50' E OPTIONAL DOTTED EXTENSION LINE YELLOW EDGE LINE WIDE LANE LINE DOUBLE CENTERLINE (YELLOW) (NARROW PATTERN) PAINTED OR PLASTIC MEDIAN -SEE DETAIL LEFT-TURN CHANNELIZATION IN PAINTED MEDIAN TWO-WAY LEFT-TURN CENTERLINE Cl) 0 0::: <( 00 z ffi -Cl) :!!: 0 0::: () NOTES CENTERLINE STRIPE (SEE NOTES) 1. The channelization shown on this plan assumes optimal roadway geometric design. The dimensions may vary to fit existing conditions. See Contract. 2. The channelization shown on this plan is for a two-lane highway. The channelization plan may be used on four-lane undivided highways with the appropriate considerations. 3. Centerline striping on the approach to raised channelization shall be No Pass in accord­ance with MUTCD figure 38-15. Centerline striping on the departure from raised channel­ization shall be determined by an engineering study. 4. Centerline srtiping on the approach to and departure from painted channelization shall be determined by an engineering study. 5. Centerline striping on four-lane undivided highways shall be a double centerline . 6. The two Type 2L (SL) Traffic Arrows shown in the left-turn storage lane are optional, but recommended. Arrows may be added for longer storage lanes or deleted for shorter storage lanes. See Contract Plans. POSTED DIMENSION SPEED E0 60MPH 180' 55 MPH 180' 50MPH 180' 45MPH 180' 40MPH 120' 35MPH 120' 30MPH 120' 25MPH 120' 20MPH 120' 0 Can be reduced to a minimum of 50' to increase storage capacity. LEGEND L = Lane Width. See Contract for specified lane widths. LT= Left -Turn Lane width. See Contract ~ Type 2L (SL) Traffic Arrow zr« DIRECTION OF TRAFFIC YELLOW CROSSHATCH MARKING YELLOW EDGE LINE V ~ 1)/v-<_ Sep 23 2020 2:03 PM ~ t /. I / / Walsh, Brian 20' MIN. 40' MAX. DIRECTION OF TRAFFIC PAINTED OR PLASTIC MEDIAN COMPOSED OF LONGITUDINAL MARKINGS YELLOW EDGE LINE TWO-WAY LEFT-TURN AND MEDIAN CHANNELIZATION STANDARD PLAN M-3.40-04 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION ~~,-----STATE DESIGN ENGINEER ... VI Washington State Department of Transportation (EXI   APPROVED FOR PUBLICATION STATE DESIGN ENGINEER Washington State Department of Transportation STANDARD PLAN M-11.10-03 LAYOUT RAILROAD CROSSING SHEET 1 OF 2 SHEETS LAYOUT 25 30 35 40 45 50 55 60 65 50 Ft. 100 Ft. 150 Ft. 225 Ft. 300 Ft. 375 Ft. 450 Ft. 550 Ft. 650 Ft.1EDGE LINE (SEE TABLE)DSTOP LINE EDGE LINE (SEE TABLE)DSTOP LINE ~~~~* * DMPH CENTERLINE ROADWAY LANE LINE OR CENTERLINE ROADWAY LANE LINE OR STANDARD SYMBOL 1 = 109.75 SQ.FT. (PER 12' (FT) WIDE LANE) TOTAL MARKING AREADRAWN BY: FERN LIDDELLSEE NOTE 2 SEE NOTE 2 GENERAL NOTES 1. 2. 3. 4. ` ROADWAY SEE NOTE 11SEE NOTE 1SEE NOTE 2 SEE NOTE 2SEE NOTE 3SEE NOTE 324' - 0"31' - 0"16' - 0"20' - 0"16' - 0"20' - 0"24' - 0"31' - 0"15' - 0" (MIN.)15' - 0" MIN.)LAYOUT ALTERNATIVE R RRR (SEE CONTRACT) ARE APPROXIMATE DIMENSIONS SHOWN and W10-1 sign information See contract for location, material requirements, imately 8' (ft) from RR gate. rail. If gate is present, place stop line approx- Place Stop Line 15' (ft) minimum from nearest 24" (in) white transverse line. transverse lines. "X" symbol, letters, and two 24" (in) white Bid Item "Railroad Crossing Symbol" includes W10-1 (B/Y)W10-1 (B/Y) STOP LINE EDGE LINE STOP LINE RAIL 6' - 0" FROM NEAREST (OPTIONAL) 4" WIDE PAVEMENT MARKING DYNAMIC ENVELOPE ~ DETAIL RR CROSSING (TRACKS OMITTED FOR CLARITY) 1 = 111.59 SQ.FT. (PER 12' (FT) WIDE LANE) TOTAL MARKING AREA SEE NOTE 315' (MIN.)STA TEOFWASHINGT O NR EGISTEREDPROFE S SIONAL ENGINEER36103 HSLAW .J NAIRB SHEET 2 OF 2 SHEETS APPROVED FOR PUBLICATION Washington State Department of Transportation STATE DESIGN ENGINEER1' - 8"` LANE 6' - 8" 1' - 8" 8' - 0"20' - 0"6' - 0"20' - 0"7' - 0"7' - 0"` LANE 1' - 4" (TYP.)1' - 4" (TYP.) SYMBOL DETAIL 1' - 8"6' - 0"4' - 0"4' - 0" STANDARD PLAN M-11.10-03 LAYOUT RAILROAD CROSSING "R" DETAIL 6' - 0"1' - 2" GRID IS 1" (IN) SQUARE DETAIL ALTERNATIVE SYMBOLDRAWN BY: FERN LIDDELLSTANDARD SYMBOL DETAILS STA TEOFWASHINGT O NR EGISTEREDPROFE S SIONAL ENGINEER36103 HSLAW .J NAIRB DRAWN BY: COLBY FLETCHER5’ - 0"5’ - 8"8’ - 0"1’ - 3" ‘ & LANE SYMBOL 4" 8" TRAFFIC ARROW TYPE 3SR (RIGHT) TRAFFIC ARROW TYPE 1S TRAFFIC ARROW TYPE 2SR (RIGHT) (SHOWN AT REDUCED SCALE) TYPE 2SL TRAFFIC ARROW MIRROR IMAGE OF (SHOWN AT REDUCED SCALE) TYPE 3SL TRAFFIC ARROW MIRROR IMAGE OF NOTE 8’ - 0"2’ - 8"3’ - 0"1’ - 0"8"8"2’ - 4"1’ - 6" AXIS ELLIPSE "A" 1’ - 4" 1’ - 2" 1’ - 2" 10" ~ ELLIPSE "B" AXIS ELLIPSE "A" TYPE 2SL (LEFT) TRAFFIC ARROW 8’ - 0"2’ - 8"3’ - 0"1’ - 0"8"8" 1’ - 6"1’ - 2" 10" ~ ELLIPSE "B" AXIS 1’ - 4" 1’ - 2" 1’ - 0" 2’ - 4" ELLIPSE "B" AXIS ELLIPSE "A" TRAFFIC ARROW TYPE 4S 2’ - 4"13’ - 4"2’ - 8"3’ - 0"1’ - 0"8"8" 1’ - 6" AXIS ELLIPSE "A" 1’ - 2" 10" ~ ELLIPSE "B" AXIS 4’ - 1"4’ - 7"TYPE 3SL (LEFT) TRAFFIC ARROW 7.73 SQ.FT. MARKING AREA 8.03 SQ.FT. MARKING AREA 14.83 SQ.FT. MARKING AREA 12.86 SQ.FT. MARKING AREA STANDARD PLAN M-24.40-02 SHEET 1 OF 2 SHEETS ELLIPSE "B" OF ELLIPSES CENTER POINT 7.73 SQ.FT. MARKING AREA 14.83 SQ.FT. MARKING AREA GRID IS 4" (IN) SQUARE ‘SYMBOL & LANE 3’ - 8"ELLIPSE "A" AXIS2’ - 0"ELLIPSE "B" AXIS‘ & LANE SYMBOL GRID IS 4" (IN) SQUARE OF ELLIPSES CENTER POINT 1’ - 4" 1’ - 2" ELLIPSE "A" ELLIPSE "B" 8" 1’ - 8"8"1’ - 0"3’ - 8"ELLIPSE "A" AXIS2’ - 0"ELLIPSE "B" AXISGRID IS 4" (IN) SQUARE OF ELLIPSES CENTER POINT SYMMETRICAL ABOUT ‘2’ - 4"3’ - 8"ELLIPSE "A" AXIS2’ - 0"ELLIPSE "B" AXIS‘ & LANE SYMBOL ELLIPSE "A" being placed on roadways with a posted speed limit of 40 mph or lower. Use the dimensions shown on this plan for each type of Traffic Arrow LOW-SPEED ROADWAYS TRAFFIC ARROWS FOR SYMBOL MARKINGS ~ APPROVED FOR PUBLICATION Washington State Department of Transportation STATE DESIGN ENGINEER 36103 HSLAW .J NAIRB STA TEOFWASHINGT O NR EGISTEREDPROFE S SIONAL ENGINEER ‘ LANE ( 2.05’)~~ ~~ 2’ - 0" 2’ - 5/8" 8" 1 ’ - 6 " 3 ’ - 6 " 6 ’ - 0 " »¿ 1 2 ’ - 0 " TRAFFIC ARROW TYPE 6SR (RIGHT) TRAFFIC ARROW TYPE 6SL (LEFT)13’ - 4"2’ - 8"3’ - 0"1’ - 0"8"1’ - 6" AXIS ELLIPSE "A" 1’ - 2" 10" ~ ELLIPSE "B" AXIS4’ - 1"4’ - 7"8" TYPE 7S TRAFFIC ARROW5’ - 4"2’ - 4"(SHOWN AT REDUCED SCALE) (MIRRORED ABOUT LANE CENTERLINE) MIRROR IMAGE OF TYPE 6SL 19.58 SQ.FT. MARKING AREA 15.94 SQ.FT. MARKING AREA 15.94 SQ.FT. MARKING AREA SHEET 2 OF 2 SHEETS STANDARD PLAN M-24.40-02 DRAWN BY: COLBY FLETCHER»¿ ‘SYMBOL 2’ - 0"2’ - 0"ELLIPSE "B" AXISOF ELLIPSES CENTER POINT 3’ - 8"ELLIPSE "A" AXIS‘SYMMETRICAL ABOUT GRID IS 4" (IN) SQUARE "A" ELLIPSE 1’ - 2" 1’ - 4" 8" 4’ - 8" 2’ - 4"1’ - 0" ‘ & LANE SYMBOL "B" ELLIPSE LOW-SPEED ROADWAYS TRAFFIC ARROWS FOR SYMBOL MARKINGS ~ APPROVED FOR PUBLICATION Washington State Department of Transportation STATE DESIGN ENGINEER 36103 HSLAW .J NAIRB STA TEOFWASHINGT O NR EGISTEREDPROFE S SIONAL ENGINEER Appendix A Temporary Pipe Support Drawing Appendix B Archaeological Monitoring Plan Revised 9-26-2018 CULTURAL RESOURCES REPORT COVER SHEET DAHP Project Number: (Please contact the lead agency for the project number. If associated to SEPA, please contact SEPA@dahp.wa.gov to obtain the project number before creating a new project.) Author: Bundy, Barbara E Title of Report: Archaeological Montioring Plan, Renton Downtown Utilities Project Date of Report: April 2020 County(ies): King Section: 17, 18 Township: 23N Range: 5E Quad: Renton, WA Acres: Approx. 70 PDF of report submitted (REQUIRED) Yes Historic Property Inventory Forms to be Approved Online? Yes No Archaeological Site(s)/Isolate(s) Found or Amended? Yes No TCP(s) found? Yes No Replace a draft? Yes No Satisfy a DAHP Archaeological Excavation Permit requirement? Yes # No Were Human Remains Found? Yes DAHP Case # No DAHP Archaeological Site #: •Submission of PDFs is required. •Please be sure that any PDF submitted to DAHP has its cover sheet, figures, graphics, appendices, attachments, correspondence, etc., compiled into one single PDF file. •Please check that the PDF displays correctly when opened. April 2020 Renton Downtown Utility Improvements Project Archaeological Monitoring Plan Prepared for Murraysmith Project Number: 191591-01.01 I:\Projects\City of Renton\Murry, Smith, and Assoc.,Inc\Renton Downtown Utilities Improvements\2019 IDP\AMP\Renton Utilities AMP 4-17-20 clean.docx April 2020 Renton Downtown Utility Improvements Project Archaeological Monitoring Plan Prepared for Murraysmith 600 University Street, Suite 300 Seattle, Washington 98101 Prepared by Barbara E. Bundy, PhD, RPA Anchor QEA, LLC 1201 3rd Avenue, Suite 2600 Seattle, Washington 98101 Archaeological Monitoring Plan i April 2020 TABLE OF CONTENTS 1 Introduction ................................................................................................................................ 1 2 Archaeological Potential .......................................................................................................... 1 2.1 Environmental and Cultural Context ............................................................................................................ 1 2.2 Recorded Archaeological Sites ...................................................................................................................... 4 3 Archaeological Monitoring ..................................................................................................... 5 3.1 Project Description ............................................................................................................................................. 5 3.2 Monitored Areas .................................................................................................................................................. 6 3.3 Tribal Consultation and Coordination ......................................................................................................... 8 3.4 Communication .................................................................................................................................................... 8 3.5 Procedures for the Discovery of Cultural Materials ............................................................................... 8 3.5.1 Modern Items........................................................................................................................................ 8 3.5.2 Historic Artifacts and Features ....................................................................................................... 8 3.5.3 Precontact Artifacts and Features ................................................................................................. 9 3.5.4 Human Remains ................................................................................................................................... 9 3.6 Work Stoppage .................................................................................................................................................... 9 4 Reporting ................................................................................................................................... 10 4.1 Field Notes .......................................................................................................................................................... 10 4.2 Reporting ............................................................................................................................................................. 10 References .......................................................................................................................................... 11 FIGURES Figure 1 Project Vicinity................................................................................................................................................ 2 Figure 2 Project Segments .......................................................................................................................................... 7 ATTACHMENTS Attachment 1 Inadvertent Discovery Plan Attachment 2 Detailed Project Plan Archaeological Monitoring Plan ii April 2020 ABBREVIATIONS AMP Archaeological Monitoring Plan City City of RentonDAHPDepartment of Archaeology and Historic PreservationIDP Inadvertent Discovery Plan NRHP National Register of Historic PlacesProject Renton Downtown Utility Improvements Project SEPA State Environmental Policy Act WHR Washington Heritage Register Archaeological Monitoring Plan 1 April 2020 1 Introduction The City of Renton (City) is planning to upgrade existing water, sewer, and stormwater utility systems in downtown Renton, King County, Washington. The Renton Downtown Utility Improvements Project (Project) consists of replacing, rehabilitating, and upsizing existing water, sewer, and stormwater infrastructure as well as associated surface improvements (paving). The Project area is approximately 50 acres in size and located in downtown Renton (Figure 1). The Project is locally funded and has been reviewed under the Washington State Environmental Policy Act (SEPA), led by the City. SEPA includes consideration of cultural and historic resources, defined as archaeological sites and structures eligible for listing in the National Register of Historic Places (NRHP) or the Washington Heritage Register (WHR). For the purposes of this document, a significant resource is one that is eligible for listing in the NRHP or WHR. The Project includes work in areas with elevated potential for encountering archaeological resources, including within or near the boundaries to two identified archaeological sites. However, the Project area is paved and includes existing utilities (and occurs partially within active roadways), so archaeological testing could not occur prior to construction. SEPA analysis is expected to require archaeological monitoring during construction to ensure appropriate treatment of intact significant artifacts or deposits, if any exist. This Archaeological Monitoring Plan (AMP) describes how monitoring will be conducted. 2 Archaeological Potential 2.1 Environmental and Cultural Context The environmental and cultural context of downtown Renton has been thoroughly documented in recent reports. Relevant reports include the following: •Renton Downtown Utility Improvements Project Cultural Resources Assessment (Bundy 2018) •Archaeological Survey for the Proposed Renton Commons Project, King County, Washington (Kramer et al. 2016) •Renton High School Indian Site (45KI501) Archaeological Data Recovery, King County, Washington (Lewarch 2006) •Cultural Resources Assessment for the Parkside at 95 Burnett Development, Renton, King County, Washington (Hodges and Piston 2004) •Renton High School Archaeological Resources and Traditional Cultural Places Assessment, King County, Washington (Kramer et al. 2001) The interested reader is referred to these reports for detailed information on environmental and cultural context. Summarized relevant results for archaeological monitoring purposes are described below. Service Layer Credits: Esri, HERE, DeLorme, MapmyIndia, © OpenStreetMapcontributors, and the GIS user communitySource: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS,USDA, USGS, AeroGRID, IGN, and the GIS User Community §¨¦405 South 3rd Street Airport Way South 2nd Street Rai ni e r AvenueSout hMillAvenueS.Renton Av e n u e S o uthH ouserW aySouthShattuckAvenue[0 1,000 Feet Publish Date: 2020/01/16, 2:21 PM | User: bbundyFilepath: I:\Projects\City of Renton\Murry, Smith, and Assoc.,Inc\Renton Downtown Utilities Improvements\2019 IDP\AMP\Figure Native Files\RentonUtilities_AMP_Fig1_Vicinity.mxd Figure 1Project VicinityArchaeological Monitoring PlanRenton Downtown Utilities Improvements Project ^ Renton High School Project Area Archaeological Monitoring Plan 3 April 2020 Prior to historic land modifications, the Cedar River joined the Black River just north of what is now downtown Renton. At that time, the Black River was Lake Washington’s outflow to Puget Sound (since the construction of the Montlake Cut in 1916, Lake Washington outflows to the northwest via Lake Union). Native sediments in the Project area are part of a “broad alluvial fan” deposited primarily by the braided, meandering Cedar River (Hodges and Piston 2004). This alluvial fan was used and occupied by Duwamish Native American communities, as demonstrated in ethnographic sources, historical maps, and archaeological research. At least two and possibly three village sites have been described or depicted in the vicinity, including the following: •skah-TELBSH (SkEte’lubc) or TuxE’b-qo just south of the confluence of the Cedar and Black rivers on what is now the Renton High School campus, the southern part of the Renton Airport, and surrounding area (Buerge 1985; Hilbert et al. 2001) •Tuxudidû3, an important village near what is the Renton Shopping Center at 365 Renton Center Way Southwest, approximately 0.25 miles west of the southern extent of the Project area (Hilbert et al. 2001) •A historic Duwamish settlement occupied between the 1860s and early twentieth century, located near Tuxudidû3 (or possibly these are the same village described at different time periods; Hodges and Piston 2004) A number of other place-names are recorded, including the home of the Duwamish Moses family in the vicinity of southwest corner of the Renton High School ball field. The density of important ethnographic locations demonstrates the intensive use of the area by the Duwamish, which is also reflected in the archaeological record. Significant historic and modern disturbance has occurred in the Project area. Major disturbances include the following: •Channelization of the Cedar River in 1912 to flow into Lake Washington, resulting in the deposition of spoils onto the uplands •U.S. Army Corps of Engineers construction of embankments along the Cedar River •Deposition of Renton Coal Mine slag onto the wetlands once located around the outlet of Lake Washington •Construction of the Montlake Cut and subsequent disappearance of the upper Black River in 1916, followed by filling at the river’s former location •Grading and filling in the downtown area for construction of streets and buildings •Installation of various utilities These activities have disturbed or buried archaeological materials in parts of the downtown Renton area. Archaeological Monitoring Plan 4 April 2020 2.2 Recorded Archaeological Sites Two archaeological sites are partially within the current Project area, and two others are in close proximity. Site 45KI1010, the Renton High School Ball Field Site, extends into the Project area where it crosses South 2nd Street between Shattuck Avenue South and Rainier Avenue South. The site, identified in shovel probes, consists of Loci A and B (Shong 2011). Locus A consists of stratified alluvially derived deposits with lithic artifacts, present in the upper 20 to 60 centimeters (0.75 to 2 feet) below the ground surface. Locus A is the portion of the site that appears to cross into the current Project area. Locus B consists of stratified shell midden deposits between 140 and 220 centimeters (4.5 to 7.25 feet) below the ground surface (Shong 2011). Site 45KI587, named Dexudidew, or the Little Cedar River Fishing Site, is in the Project area, in the parking lot of the Safeway store at 200 South 3rd Street. The site consists of two occupation surfaces separated by alluvial deposits, occurring between 46 and 60 centimeters below the ground surface (Lewarch 2004). Site 45KI501, the Renton High School Indian Site, is immediately north of the Project area in front of the high school at 400 South 2nd Street. It is a precontact site “composed of multiple [precontact] occupations and flood event strata that are not continuous throughout the whole of the [high school] property” (Kramer et al. 2001:24). Archaeological strata are present between about 50 and 400 centimeters (1.5 to 13 feet) below the ground surface (Lewarch 2006). All three of the above sites are in the vicinity of skah-TELBSH (SkEte’lubc)/TuxE’b-qo village and the near the Moses home site. All three sites were observed during construction or shovel testing for specific projects. Therefore, the site boundaries have not been determined and the potential relationship between the three sites has not been investigated. A fourth site in the vicinity also offers some information about stratigraphy. 45KI051, the Sbabadid site, is located at the Plum Tree Park apartment complex at 200 Southwest 5th Place. This is immediately west of the Renton Shopping Center, and about 0.3 miles west of the southern extent of the Project. Archaeological materials were observed at six loci between about 100 and 500 centimeters (3 to 16.5 feet) below the ground surface (Chatters 1981). The remains of a child were also found at this site. This site is near Tuxudidû3 and the Duwamish settlement occupied in the late nineteenth and early twentieth centuries. Recorded archaeological sites mostly correspond with the location of studies. For example, the portion of the Project area east of Burnett Street has no recorded sites, but also no surveys. Archaeological Monitoring Plan 5 April 2020 The stratigraphy of these sites, together with historical and ethnographic information, indicates the following: 1.Archaeological materials are likely to be present beneath an upper 1 to 1.5 feet of fill where previous excavation has not disturbed them. 2.Due to the history of intense occupation and river flood deposition, archaeological materials may also be present anywhere in the Cedar River alluvial fan, as deep as 16 feet below the ground surface or more where previous excavation has not disturbed them. 3.Fill is likely to be deeper closer to the current Cedar River channel, where channelization fill was deposited. Archaeological monitoring, therefore, should occur where undisturbed sediments deeper than about 1 foot below the ground surface may be excavated. 3 Archaeological Monitoring Archaeological monitoring will be conducted by an experienced field archaeologist (the archaeological monitor). Monitoring and reporting will be supervised by a principal investigator meeting the Secretary of Interior’s Professional Qualifications Standards (the Project archaeologist). Monitoring will occur during ground disturbance that is: •Deeper than 1 foot below surface, and •Potentially within native sediments The monitor has the authority to stop ground-disturbing work if cultural materials are observed (see Section 3.5 for detailed description of cultural materials). For areas not monitored, the archaeological monitor and Project archaeologist will be on-call to evaluate inadvertent discoveries. An Inadvertent Discovery Plan (IDP) is provided as Attachment 1. The IDP will be maintained on site at all times. 3.1 Project Description The Project consists of replacing, rehabilitating, and upsizing existing water, sewer, and stormwater infrastructure as well as associated surface restoration (paving). The Project area includes work within the right of way of the following streets: •East-west streets ‒ South 2nd Street between Rainier Avenue South and the Renton Library on the Cedar River ‒ South 3rd Street between Rainier Avenue South and Burnett Street ‒ Sunset Avenue Southwest, from 300 feet west of Rainier Avenue South to the intersection with Rainier Avenue South Archaeological Monitoring Plan 6 April 2020 •North-south streets ‒ Shattuck Avenue South between Houser Way South and South 2nd Street ‒ Whitworth Avenue South, Morris Avenue South, and Burnett Avenue South between South 3rd Street and South 2nd Street ‒ Mill Avenue South between Houser Way South and Bronson Way South Work will also occur in Safeway parking lot at 200 South 3rd Street (in the block bounded by Rainier Avenue South, South 3rd Street, Shattuck Street South, and South 2nd Street). Utilities will be placed in open trenches, many of them in the same location as existing utilities. In some areas, work will consist of excavation to expose the existing utility line, removal of the existing line, and installation of new pipe in the footprint. Where this will occur, no new ground disturbance is expected. There may also be new trench excavation (not in the footprint of existing utilities) that is expected to occur within the demonstrated limits of fill or disturbed sediments. In other areas, work will occur in the footprint of existing utilities, but excavation is expected to extend deeper than the limits of previous disturbance (fill or disturbed sediments). This would occur where new pipes are larger than existing lines, and where direction has changed. Finally, there will be some work in locations where there are not existing utilities and native sediments may be encountered in new trenches. Attachment 2 is a comprehensive map of existing and planned utilities that demonstrates where native sediments may be encountered in existing or new alignments. 3.2 Monitored Areas For the purposes of archaeological monitoring, the Project area has been divided into segments based on the potential to encounter native sediments as described in the section above (Figure 2). The sections are numbered 1 through 22 generally from west to east. No monitoring is planned for sections 1, 2, 8, 9, 10, 18, 20, 21, and 22. In those sections, the Project includes only work in the footprint of existing utilities, with no excavation horizontally or vertically outside the existing trench. If any archaeological materials are encountered during construction in these areas (due to artifacts in disturbed sediments, or accidental over-excavation), provisions of the IDP will apply. Monitoring will occur in the remaining 13 sections where native sediments may be encountered in excavation. If multiple utilities are planned in a section, and only one is expected to encounter native sediments, only that excavation requires monitoring. For excavations requiring monitoring, the archaeological monitor will be present at each area of excavation. If excavation is occurring at more Service Layer Credits: Source: Esri, DigitalGlobe, GeoEye, EarthstarGeographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS UserCommunity §¨¦405 South 2nd Street Rai ni e r Av enueSout hH ouserW aySouthSouth 3rd Street13 52 4 6 7 9 10 8 11 12 13 14 15 16 17 18 19 20 21 22 45KI50145KI501 45KI1010 45KI587 [0 500 Feet Publish Date: 2020/01/17, 12:29 PM | User: bbundyFilepath: \\fuji\anchor\Projects\City of Renton\Murry, Smith, and Assoc.,Inc\Renton Downtown Utilities Improvements\2019 IDP\AMP\Figure Native Files\RentonUtilities_AMP_Fig2_Segments.mxd Figure 2Project SegmentsArchaeological Monitoring PlanRenton Downtown Utilities Improvements Project Archaeological Site Recommendation IDP Monitoring Archaeological Monitoring Plan 8 April 2020 than one location at the same time, the locations must either be close enough to be visible to one monitor, or a monitor must be present at each location. All excavation will be monitored in these sections, unless and until the monitor, in coordination with the Project archaeologist and the Project team, determines that further monitoring in the section is unnecessary. This situation may occur where initial work determines that the excavation is completely within fill or disturbance, and the landform indicates that this is likely the case throughout the section. This may occur, for example, close to the Cedar River where fill is likely to be thick due to disposal of excavated sediments from channelization, but detailed subsurface information is not currently available. 3.3 Tribal Consultation and Coordination Tribal consultation under SEPA has been conducted by the City. The Project archaeologist for the archaeological monitoring will notify tribal cultural resources staff as far in advance as possible of dates and times of archaeological monitoring. Section 3.5 below includes a description of consultation regarding any cultural resources that are located. 3.4 Communication The Project team will provide the Project archaeologist with a minimum of 1-week schedule look- aheads for advanced coordination with the archaeological monitor and tribal cultural resources staff. Additionally, the archaeological monitor will communicate daily with the on-site management team to determine what ground disturbance activities need to be monitored. The monitor will coordinate with the Project archaeologist to ensure that times and locations of monitoring are consistent with the contractor’s schedule. 3.5 Procedures for the Discovery of Cultural Materials Cultural materials are items produced or modified by humans. The monitor will note any cultural materials encountered, including a brief description and a photograph. 3.5.1 Modern Items If clearly modern materials (less than 50 years old) are encountered, work will continue with no delay. Examples of materials that can be considered de facto modern are plastics, cans and bottles (with modern labels or markings), polyvinyl chloride (PVC) pipe, and garbage such as candy wrappers. 3.5.2 Historic Artifacts and Features If historic items are encountered, the monitor will determine whether the items may be significant. Significance is determined based on whether items are found together in a historic feature. An isolated historic (or possibly historic) item will not be considered significant unless it is of obvious Archaeological Monitoring Plan 9 April 2020 exceptional interest (e.g., a Roman coin). Faunal remains that are clearly historic, such as bones from domesticated species, will not be considered significant unless they are in association with artifacts. If a historic artifact is encountered that the monitor determines is not significant based on the above criteria, the monitor will photograph the item and describe it in field notes. The artifact will not be collected, nor will any member of the construction team be permitted to take the item. It will be disposed of with the sediment in which it was found, or as determined by the Project team. If a significant historic item is encountered or a collection of items are encountered that are clearly in association and may be part of a historic feature (such as a spatially and temporally bounded refuse deposit), the monitor will stop construction, document the find, and notify the Project archaeologist and the City Project manager. The find will be photographed, measured, described, and mapped within safe work parameters. The City will consult with the Department of Archaeology and Historic Preservation (DAHP) and Native American tribes to determine the significance of the find and what mitigation measures will be implemented. Mitigation could include the development of an archaeological treatment plan and subsequent data recovery excavation. 3.5.3 Precontact Artifacts and Features If any artifacts or features are encountered that may be associated with precontact Native American use, the monitor will stop construction, document the find, and notify the Project archaeologist and the City Project manager. The find will be photographed, measured, described, and mapped within safe work parameters. The City will consult with DAHP and Native American tribes to determine the significance of the find and what mitigation measures will be implemented. Mitigation could include the development of an archaeological treatment plan and subsequent data recovery excavation. 3.5.4 Human Remains Procedures that must be followed in the event of discovery of potential human remains are described in the attached IDP. 3.6 Work Stoppage If the monitor stops work because of a potentially significant find, no further ground-disturbing work will occur in that segment until coordination with the Project archaeologist, Project team, and (if necessary) DAHP and Native American tribes has occurred and the City has authorized work in that segment to resume. Work in other segments may proceed. Archaeological Monitoring Plan 10 April 2020 4 Reporting 4.1 Field Notes The archaeological monitor will maintain field notes containing the following information: •Date(s) and time(s) monitoring was performed •Preconstruction photographs (existing conditions) if possible, as well as sufficient photographs to document the construction process •A description of general on-site conditions •A log of photographs taken, including location and aspect •Descriptions of any cultural materials encountered, whether modern or archaeological, including a description of their location horizontally and vertically. Field notes will be available to be provided to the Project team, DAHP, or Native American tribes upon request. 4.2 Reporting A written report documenting the results of the archaeological monitoring work described in this plan will be prepared and submitted to the Project team within 30 days of the completion of construction. The report will document the following: •A description of where and when monitoring occurred •Discussion of any areas where monitoring was planned but could not occur •Maps and photographs •A summary of all archaeological resources encountered, by resource type and significance If required, a draft and final data recovery report will be developed at the completion of construction and will contain the following: •A description of the circumstances of discovery, including results of any consultation •The research questions and methods developed for the data recovery, and any changes made as a result of field work findings •A detailed description of the resource, including vertical and horizontal boundaries (as far as can be determined), contents, preservation, known or estimated dates, and taphonomy •Maps and photographs •Recommendations regarding final determinations of significance after the completion of data recovery Archaeological Monitoring Plan 11 April 2020 References Buerge, D.M., 1985. Requiem For A River. The Weekly, October 22, pp. 33–49. Bundy, B.E., 2018. Cultural Resources Assessment, Renton Downtown Utilities Project. Report on file at the City of Renton, Washington. Chatters, J.C., 1981 Archaeology of the Sbabadid Site, 45KI51, King County, Washington. Report on file at the Department of Archaeology and Historic Preservation, Olympia, Washington. Hilbert, V., J. Miller, and Z. Zahir, 2001. Puget Sound Geography. Original manuscript by T.T. Waterman, edited with additional material from V. Hilbert, J. Miller, and Z. Zahir. Federal Way: Lushootseed Press. Hodges, C.M., and V. Piston, 2004. Cultural Resources Assessment for the Merrill Gardens at Renton Centre, Renton, King County, Washington. Report on file at the Department of Archaeology and Historic Preservation, Olympia, Washington. Lewarch, D.E., 2004. Archaeological Site Form, 45KI587. Form on file at the Department of Archaeology and Historic Preservation, Olympia, Washington. Lewarch, D.E., 2006. Renton High School Indian Site (45KI501) Archaeological data recovery, King County, Washington. Report on file at the Department of Archaeology and Historic Preservation, Olympia, Washington. Kramer, S., R. Kopperl, and M. Daniels, 2016. Archaeological Resources Survey for the Proposed Renton Commons Project, King County, Washington. Report on file at the Department of Archaeology and Historic Preservation, Olympia, Washington. Kramer, S., L.A. Forsman, D.E. Lewarch, and L.L. Larson, 2001. Renton High School Archaeological Resources and Traditional Cultural Places Assessment, King County, Washington. Report on file at the Department of Archaeology and Historic Preservation, Olympia, Washington. Shong, M.V., 2011. Archaeological Site Form, 45KI1010. Form on file at the Department of Archaeology and Historic Preservation, Olympia, Washington. Attachment 1 Inadvertent Discovery Plan January 2020 Renton Downtown Utility Improvements Project Inadvertent Discovery Plan Prepared for Murraysmith Project Number: 191591-01.01 I:\Projects\City of Renton\Murry, Smith, and Assoc.,Inc\Renton Downtown Utilities Improvements\2019 IDP\IDP\Renton Utilities IDP 1-17-20.docx January 2020 Renton Downtown Utility Improvements Project Inadvertent Discovery Plan Prepared for Murraysmith 600 University Street, Suite 300 Seattle, Washington 98101 Prepared by Barbara E. Bundy, PhD, RPA Anchor QEA, LLC 720 Olive Way, Suite 1900 Seattle, Washington 98101 Inadvertent Discovery Plan i January 2020 TABLE OF CONTENTS 1 Introduction ................................................................................................................................ 1 2 Procedures for the Discovery of Archaeological Resources ........................................... 4 3 Procedures for the Discovery of Human Remains ............................................................ 5 4 Contact Information .................................................................................................................. 6 FIGURES Figure 1 Project Area ..................................................................................................................................................... 2 Figure 2 Project Segments .......................................................................................................................................... 3 Inadvertent Discovery Plan ii January 2020 ABBREVIATIONS City City of Renton DAHP Department of Archaeology and Historic Preservation IDP Inadvertent Discovery Plan NRHP National Register of Historic Places Project Renton Downtown Utility Improvements Project RCW Revised Code of Washington RPD Renton Police Department WHR Washington Heritage Register Inadvertent Discovery Plan 1 January 2020 1 Introduction The City of Renton (City) is planning to upgrade existing water, sewer, and stormwater utility systems in downtown Renton, King County, Washington. The Renton Downtown Utility Improvements Project (Project) consists of replacing, rehabilitating, and upsizing existing water, sewer, and stormwater infrastructure as well as associated surface improvements (paving). The Project area is approximately 50 acres in size and generally includes work at the following locations (Figure 1): •East-West Streets ‒South 2nd Street between Rainier Avenue South and the Renton Library on the Cedar River ‒South 3rd Street between Rainier Avenue South and Burnett Street ‒Sunset Ave SW, from 300 feet west of Rainier Avenue South to the intersection with Rainier Avenue South •North-South Streets ‒Shattuck Avenue South between Houser Way South and South 2nd Street ‒Whitworth Avenue South, Morris Avenue South, and Burnett Avenue South between South 3rd Street and South 2nd Street ‒Mill Avenue South between Houser Way South and Bronson Way South ‒Safeway parking lot at 200 South 3rd Street The Project is locally funded and has been reviewed under the Washington State Environmental Policy Act (SEPA). SEPA includes consideration of cultural and historic resources, defined as archaeological sites and structures eligible for listing in the National Register of Historic Places (NRHP) or the Washington Heritage Register (WHR). The Project includes work in areas with elevated potential for encountering archaeological resources. However, the Project area is paved and includes existing utilities (and occurs partially within active roadways), so archaeological testing could not occur prior to construction. Revised Code of Washington (RCW) 27.53 prohibits unpermitted disturbance of an archaeological site and RCW 68.60.055 describes requirements in the event that human remains are encountered. This Inadvertent Discovery Plan (IDP) describes procedures in the event that archaeological materials or human remains are encountered, to guide compliance with applicable laws and regulations. For the purposes of protecting inadvertent discoveries, the Project area has been divided into segments (Figure 2). If an inadvertent discovery occurs in a segment, work will not resume in the segment until treatment of the discovery has been completed following the provisions of this section. Work may continue in other segments, provided the work does not have the potential to impact the discovery. Service Layer Credits: Esri, HERE, DeLorme, MapmyIndia, © OpenStreetMapcontributors, and the GIS user communitySource: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS,USDA, USGS, AeroGRID, IGN, and the GIS User Community §¨¦405 South 3rd Street Airport Way South 2nd Street Rai ni e r AvenueSout hMillAvenueS.Renton Av e n u e S o uthH ouserW aySouthShattuckAvenue[0 1,000 Feet Publish Date: 2020/01/16, 2:14 PM | User: bbundyFilepath: I:\Projects\City of Renton\Murry, Smith, and Assoc.,Inc\Renton Downtown Utilities Improvements\2019 IDP\IDP\Figure Native Files\RentonUtilities_IDP_Fig1_Vicinity.mxd Figure 1Project VicinityInadvertent Discovery PlanRenton Downtown Utilities Improvements Project ^ Renton High School Project Area Service Layer Credits: Source: Esri, DigitalGlobe, GeoEye, EarthstarGeographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS UserCommunity §¨¦405 South 2nd Street Rai ni e r Av enueSout hH ouserW aySouthSouth 3rd Street13 52 4 6 7 9 10 8 11 12 13 14 15 16 17 18 19 20 21 22 45KI50145KI501 45KI1010 45KI587 [0 500 Feet Publish Date: 2019/11/20, 11:50 AM | User: bbundyFilepath: C:\Users\bbundy\Documents\GIS\Projects\Renton Utilities\RentonUtilities_CulturalSequencing.mxd Figure 1Project SegmentsInadvertent Discovery PlanRenton Downtown Utilities Improvements Project Archaeological Site Recommendation IDP Monitoring Inadvertent Discovery Plan 4 January 2020 2 Procedures for the Discovery of Archaeological Resources If a construction team member believes that he or she has inadvertently uncovered an archaeological resource or possible resource, all work at or adjacent to the discovery shall immediately stop. The area of work stoppage will be adequate to provide for the security, protection, and integrity of the archaeological discovery. Vehicles, equipment, and unauthorized personnel will not be permitted to traverse the discovery site. A resource discovery could be prehistoric or historic in age and consist of any of the following: •Areas of charcoal or charcoal-stained soil and stones •Stone tools or waste flakes (i.e., an arrowhead or stone chips) •Animal bones, burned rocks, or mollusk shells, whether or not seen in association with stone tools or chips •Tin cans, ceramics, flat glass or bottles, concentrations of brick, or logging or agricultural equipment The construction team member will immediately notify the archaeological monitor, if a monitor is on-site at the time, and the City’s Project Manager (see Section 4, Contact Information). The Project Manager (or designee) is responsible for all other contacts and coordination. Under no circumstances should the construction team contact federal or state agencies, tribes, or the media. The Project Manager will arrange for a qualified professional archaeologist to visit the work site to determine if the find is potentially significant (eligible for listing in the NRHP or WHR). If the archaeologist determines that the find is NOT archaeological or is clearly not significant, work may resume immediately with no further delay. If the archaeologist determines that the find is potentially significant, the City will contact the Department of Archaeology and Historic Preservation (DAHP) and affected Native American tribes (See Section 4, Contact Information). The City will consult with DAHP and the tribes to determine significance and appropriate treatment. The City, in consultation with DAHP and the tribes, will decide when construction may resume at the discovery location. No artifact shall be removed or taken by any construction crew member, regardless of archaeological significance or the disposition of the artifact. If a significant resource is encountered and the mitigation includes excavation or removal of the archaeological materials, the plan will specify collection and curation requirements. If potential artifacts are removed from the site for analysis and later determined ineligible, the Project Archaeologist will dispose of the material. Inadvertent Discovery Plan 5 January 2020 3 Procedures for the Discovery of Human Remains The procedures described here are mandated by Washington State Law (RCW 68.60.055). If materials are discovered that may be human remains, all work shall stop at the location where the discovery was made. Potential human remains should be covered and not handled. The work stoppage area will be sufficient to protect the discovery from further damage, expected to be the segment where the discovery was made unless circumstances indicate otherwise. Activity at that location shall not resume until treatment of the discovery has been completed as follows: The Project Manager shall contact the Renton Police Department (RPD). RPD will assume jurisdiction upon arrival, and the King County Medical Examiner will determine if the remains are forensic (a crime scene). If the remains are forensic, the Medical Examiner will control the discovery and no work may resume at the location until RPD transfers control back to the City. If the remains are not forensic (i.e., the remains are archaeological), the Medical Examiner will notify the State Physical Anthropologist at DAHP. DAHP will take jurisdiction over the remains and will notify appropriate cemeteries and affected tribes of the discovery. The Project Manager may choose to coordinate independently with the tribes at any time, even prior to the Medical Examiner’s determination. The State Physical Anthropologist will determine if the remains are Native American or not, and will notify any appropriate cemeteries and affected tribes of the determination. DAHP will lead all consultation with the affected parties regarding the future preservation, excavation, and disposition of the remains. Construction may resume in the work stoppage area as determined during consultation. Inadvertent Discovery Plan 6 January 2020 4 Contact Information City of Renton Mike Benoit, Project Manager Office: (425) 430-7206 Cell: mbenoit@rentonwa.gov Project Archaeologist Department of Archaeology and Historic Preservation Stephanie Jolivette, Local Government Archaeologist Office: (360) 586-3088 stephanie.jolivette@dahp.wa.gov Renton Police Department (425)430-7500 Muckleshoot Tribe Laura Murphy, Cultural Resources (253)876-3272 laura.murphy@muckleshoot.nsn.us Duwamish Tribe Cecile Hansen, Chair (206)431-1582 Attachment 2 Detailed Project Plan RIM 45.32IE 43.6 NW, 8" PVCIE 42.9 NE, 12" CPPIE 42.9 SE, 12" CPPTRASHCANDT3"NO.PRKGDO.NOT.ENTER CB 3241IE 43.1 NE, 8" PVCIE 43.0 SW, 8" IRONTRASHCAN CB 3318IE 43.1 W, 8" IRONIE 43.0 N, 12" CPPCB 3319IE 43.1 SW, 8" IRONIE 43.1 E, 8" IRONCB 3320RIM 44.60IE 43.1 NE, 8" IRONCB 3321IE 42.4 NE, 12" CPPIE 42.3 SW, 12" CPP CB 3322IE 43.1 E, 8" IRONIE 42.3 SW, 12" CPPCB 3323RIM 44.89IE 43.1 NE, 8" CONCIE 43.1 SE, 8" CONCIE 43.1 SW, 6" IRONIE 43.1 W, 8" IRONW CB 3352RIM 45.26IE 44.0 NE, 6" PVCIE 43.7 SE, 6" CONCIE 43.7 NE, 6" CONCIE 43.5 SW, 8" CONCONE.WAY CB 3534IE 42.4 E, 6" IRONIE 41.4 W, 12" CPP CB 3620RIM 45.21IE 42.2 NE, 8" IRONIE 42.1 S, 12" IRONIE 42.1 W, 8" IRONIE 42.0 N, 12" PVCCB 3625RIM 44.60IE 42.3 E, 8" IRONSSMH 3635RIM 45.23IE 39.6 N @ CL WWSSMH 3712RIM 45.19IE 39.8 N-S @ CL 8" PVC TVNO.PRKG NO.PRKG SDMH 4003RIM 44.90IE 41.6 NE, 12" CPPIE 40.4 S, 12" PVC SDMH 4004RIM 44.93IE 40.4 E, 12" IRONIE 40.3 N, 12" PVCIE 40.4 S, 18" PVC SSMH 4005RIM 45.06IE 39.5 N-S @ CL 8" PVC CB 11580RIM 44.75IE 42.4 NE, 6" CONC MAP4"RRXING2HR.PRKGUMAP10" YD 12011IE 44.2 W, 4" PVCIE 44.2 E, 4" PVC DWYDWYDWY PLAQUEBIKE RACKWOOD BENCHIRON "U" BAR (TYP)3'PLAQUE PTVP BNSF P T2.5' PLASTIC & CONC,"ALLIANCE" & MULTIPLE BUSINESSES 3' METAL HANDRAIL DWYGROUND RODGROUND ROD SDMH 4339RIM 45.72IE 42.5 S, 12" CPPIE 42.3 N, 12" CPPIE 42.1 W, 12" CPP60"51"SPD25MAP3"MAP3"DT4"CB 5877RIM 44.52IE 44.2 W, 2" PVCCB 5878IE 44.7 W, 2" PVCIE 44.1 E, 3" PVCMAP6"ONE.WAYTRASHCANTRASHCANABANDONED?ABANDONED ABANDONED OAK28""OAK22"" ONE.WAY FO FO DT6" SDMH 1154RIM 42.14IE 39.3 E, 6" CONCIE 38.7 W, 8" CONCBRICK STCR CB 1155RIM 41.54IE 40.8 W, 6" CONC CB 1156RIM 41.82IE 41.0 NE, 4" PVCIE 40.9 NE, 4" PVCIE 40.4 W, 6" CONC CB 1157RIM 41.93IE 40.6 SW, 6" CONCSDMH 1158RIM 42.49IE 40.0 E, 6" CONCIE 39.8 NE, 6" CONCIE 39.5 W, 6" CONCIE 39.2 N, 4" CONCIE 39.2 N, 6" CONCIE 38.9 SW, 8" CONC IE 35.5 S-N @ CL 8" PVC SSMH 1159RIM 42.05 2.HR.PRKG U 2.HR.PRKG STOP/DO.NOT.ENTER GP GP HCP.PRKG STOP ONE.WAY GP SS 2.HR.PRKG W CB 1911RIM 41.70IE 40.0 E, 6" CONC U DT18" ONE.WAY DT16" NO.PRKG YD 2411RIM 43.24IE 42.9 W, 3" PVCIE 42.6 E, 3" PVCSS DT4" DT4" 2.HR.PRKG HCP.PRKG 2HR.PRKG BURIED.FO.BELOW TEMP CONST FENCE DWY DWY SPEED HUMP DWY DWY 3' IRON 3' IRON AC AC AC AC AC AC DWY RENTON.ARTS.COMMISSION MEDALLION DECORATIVE GRAVEL 3' METAL, "STOP" 3' USPS MB 10' DWY AC MAP12"MAP4"DT6"TRASHCANT2HR.PRKG YD 3814RIM 41.72IE N/A, NO PIPES VISIBLE BIKE.RACK2HR.PRKG YD 3834RIM 42.90IE 42.3 S, 2" PVCIE 42.2 N, 3" PVCDT12"TRASHCANMAP16"TRASHCAN CB 4092RIM 40.31IE 39.4 N, 3" PVCIE 39.1 W, 6" CONCYD 4093RIM 41.06IE 40.6 N, 3" PVC CB 4240RIM 42.22IE 41.6 E, 3" PVCIE 40.6 SE, 6" CONC2HR.PRKGYD 4247RIM 42.15IE 41.4 N, 2" PLASTICIE 41.6 S, 2" PLASTICYD 4256RIM 41.83IE 41.3 N, 2" PLASTICIE 41.2 S, 2" PLASTIC2HR.PRKGYD 4262RIM 41.64IE 40.9 N, 3" PLASTICIE 40.9 S, 3" PLASTICYD 4263RIM 41.40IE 41.0 N, 2" PLASTICIE 40.7 S, 3" PLASTICBIKE.RACKYD 4271RIM 41.42IE 40.9 N, 3" PLASTICIE 40.6 N, 4" IRONIE 40.5 S, 3" PLASTIC 2HR.PRKG DT6"2HR.PRKG 2HR.PRKGIE 36.8 S @ CL 8" PVCSSMH 4362RIM 43.10 SDMH 4363RIM 43.14IE N/A, BRICK STCR FULL OF WATER CB 4369RIM 43.75IE 43.3 S, 4" CONCIE 43.0 N, 3" PVCYD 4370RIM 43.39IE 42.7 N, 3" PVCIE 42.7 S, 3" PVCBIKE.RACK 2HR.PRKGCB 4414RIM 42.32IE 41.7 S, 3" PVCIE 41.0 W, 6" CONC CB 4445RIM 42.34IE 41.4 E, 6" PVCIE 41.3 W, 6" CONCCB 4453RIM 42.37IE 41.7 NW, 3" PVCIE 40.4 S, 6" CONCSDSDMH 4456RIM 42.57IE 40.3 N, 6" CONCIE 40.1 E, 6" CONCIE 39.9 NE, 6" CLAYIE 39.1 W, 8" CONCSDMH 4457RIM 43.17IE 37.9 W, 12" CONCIE 37.9 E, 12" CONCIE 37.9 NE, 8" CONCIE 37.9 SE, 8" CONCCHANNELIZED STCRSDDT6"SD WCB 4924RIM 42.43IE 40.7 E, 8" CONCSDMH 4984RIM 41.74IE 37.2 E, 8" CONCIE 37.2 W, 8" CONC CB 5009RIM 42.86IE 40.9 NE, 4" PVCIE 40.4 E, 8" IRONIE 40.4 W, 8" IRONCB 5010RIM 42.66IE 40.3 E, 8" IRONIE 40.2 W, 12" IRONDT8"CB 5137RIM 42.03IE 40.6 NE, 8" CONCIE 36.8 S-N @ CL 8" PVCSSMH 5138RIM 43.03 SDMH 5139RIM 42.99IE 39.7 SE, 8" CONCIE 39.2 SW, 8" CONCIE 39.2 S, 12" CONCIE 39.1 N, 12" CONCCB 5140RIM 42.06IE 40.4 W, 8" CONCSSSSIE 37.7 N @ CL 8" PVCSSMH 5143RIM 42.99 DT2"SDMH 5264RIM 42.79IE 39.0 E, 8" IRONIE 38.7 S, 12" CONCIE 38.6 N, 12" CONCGPGPGPSS2HR.PRKGYD 5333RIM 42.98IE 42.3 E, 2" PVCIE 42.2 W, 3" PVCCB 5334RIM 42.98IE 42.3 W, 3" PVCIE 42.3 E, 2" PVCTRASHCANGPGPGPGPDT8"SS DT4"2HR.PRKGSSSSGP DT8"TRASHCANONE.WAYSDDT2"CB 5726RIM 41.83IE 40.2 W, 8" IRONSDDT8"SDSDBANK.PRKG EMPTYWOOD PLTR4'4'4'3'3'BIKE RACKBIKE RACK3'6' METAL6' METAL 6' CHLK GATEPLAQUE-"GRAND THEATRE"ACACEMPTYMETAL HANDRAIL DWYRAMPDWYDWYACPLAQUE-RENTON CITY HALL TILE4' METAL & WOOD BARRIER4' METAL & WOOD BARRIER DWY3'3'3'3'3'CB 6235RIM 39.34IE 37.3 W, 8" IRONCB 6236RIM 40.34IE 38.7 E, 8" IRONSDMH 6237RIM 39.67IE 36.6 E, 8" IRONIE 36.0 W, 8" IRONIE 35.7 N, 12" CPPCB 6243RIM 39.46IE 37.8 E, 8" IRON T TT IE 33.5 N,E,S-W @ CL8" PVC N,S; 12" CONC E,WSSMH 6247RIM 40.63TSDMH 6254RIM 40.37IE 36.8 S, 12" CPPIE 36.5 E, 15" CONCIE 36.4 W, 18" CONCCB 6255RIM 39.92IE 37.3 W, 6" PVCSDMH 6256RIM 40.06IE 37.2 E, 6" PVCIE 36.8 W, 8" IRONIE 36.8 N, 12" CPPIE 36.2 S, 12" CPPSDMH 6260RIM 40.35IE 37.2 E, 6" PVCIE 37.0 S, 12" CPPIE 36.8 N, 12" CPPSDMH 6261RIM 40.50IE 37.3 W, 8" IRONIE 37.3 E, 8" IRONIE 37.3 S, 12" CPPIE 37.3 N, 12" CPP CB 6262RIM 40.25IE 38.0 E, 8" CONCIE 37.8 W, 8" IRONSDCB 6271RIM 40.34IE 39.1 E, 4" CONCIE 38.1 W, 8" IRONCB 6272RIM 40.65IE 39.7 W, 4" CONCIE 35.0 N-S @ CL 8" PVCSSMH 6276RIM 41.07CB 6277RIM 40.76IE 39.3 E, 8" IRON SSSDCB 6281RIM 40.48IE 39.1 E, 8" IRONYD 6282RIM 40.71IE N/A, FULL OF WATER & MUDCB 6283RIM 39.85IE 37.9 E, 8" IRONDT12"BUS.PRKG 2HR.PRKGDT12"ONE.WAYSSBLACK.YELLOW.HATCHBLACK.YELLOW.HATCHDT8"DT8"2HR.PRKGDT8"DT6"DT6"LEFT.LANE.MUST.TURNUONE.WAY DT4"DT2"LEFT.LANE.MUST.TURNYD 7269RIM 41.28IE 40.9 S, 2" PVC DT6"BANK.PRKGDT8"DT8"DT4"8"DT4"DT4"DT8"SD DT12"DT10"DT10"YD 7762RIM 41.23IE 40.7 E, 3" PVC DT8"SDCB 7894RIM 40.14IE 38.8 E, 8" IRON DT10"TRASHCAN 2HR.PRKGSDMH 8064RIM 40.57IE 38.5 E, 3" IRONIE 38.0 N, 12" IRONIE 37.8 S, 12" IRONYD 8065RIM 40.87IE 40.3 W, 3" PVCIE 40.2 E, 4" PVCCB 8066RIM 40.37IE 39.5 W, 3" IRON2HR.PRKGDT2"DT10"CO CB 8171RIM 40.20IE 38.8 W, 8" IRONIE 38.7 N, 12" IRON2HR.PRKGUDT12"IE 36.1 N @ CL 8" PVCSSMH 8339RIM 41.08 SDMH 8424RIM 40.76IE N/A, FULL OF WATERBRICK CONE COVERS PIPESSDMH 8425RIM 41.12IE 36.9 SE, 6" CONCIE 36.9 NE, 6" CONCIE 36.8 E, 8" CONCIE 36.6 W, 8" CONCSDTRASHCAN2HR.PRKG TTRASHCANYD 8978RIM 40.94IE 40.3 N, 3" PVCIE 40.2 S, 3" PVCYD 8979RIM 40.63IE 40.0 S, 3" PVCIE 40.0 N, 3" PVC U DT6"CB 9163RIM 40.74IE N/A, NO PIPES FOUNDSTCR FULL OF DEBRISIE 36.2 S @ CL 8" PVCSSMH 9211RIM 41.20 SDMH 9212RIM 41.06IE 39.0 E, 4" CONCBRICK STCR FULL OF WATER & SILT 4' METAL, "US BANK"4'4'ACDWY DWY5' SHRUBAC2.5'DWY5' CHLK GATECONC RET WALL4' WOOD ATOP WALL4' WOODFO4' WOODCONC RET WALL6' CHLK STEP BRICK RET WALL AC DWYBARKACDWYABANDONED SIGN BASE12" METAL 3'EMPTY3'GM ASSEMBLY TILE 3'3'NO SIGNAL TPDWYDWYACDWY4' WOOD4' WOODDWY STAIRSTAIRSTAIR3' METAL HANDRAIL (TYP)CONC RET WALL 3'DUCTDUCTDUCT-LOST SIG WEST OF THIS POINT DUCT DUCTDUCTDUCTDUCTDUCTDUCT DUCT DUCT T DUCTDUCT DUCT DUCT DUCT DUCT DUCTDUCT U CB 9278RIM 40.40IE 38.6 W, 6" CONC3"CONDUIT3"CONDUIT3"CONDUITDT10" ONE.WAY/XWALK TRASHCAN DT12" W MOTORCYCLE.PRKG YD 9900RIM 40.40IE 40.0 E, 3" PVC SD4"CONDUIT4"CONDUIT ONE.WAY EXIT.ONLY/STOP DT2" YD 10053RIM 39.76IE 39.1 E, 3" PVCIE 38.9 W, 4" PVC 2"CONDUIT1"CONDUIT TRASHCAN XWALK SD CB 10080RIM 39.64IE 39.1 W, 3" PVCIE 39.0 E, 3" PVC DT2" 3"CONDUIT3"CONDUIT CB 10095RIM 39.85IE 39.2 W, 2" PVCIE 39.2 E, 3" PVC SS PRIVATE.UTILITY.MARKER CB 10178RIM 39.19IE 38.6 NE, 3" PLASTICIE 37.5 S, 6" CONC CURB.MAILING.ONLY SDMH 10205RIM 39.91IE 35.7 W, 8" CONCIE 35.7 S, 8" CONCBRICK STCR IE 34.9 S-N @ CL 8" PVC SSMH 10206RIM 40.03 CB 10268RIM 39.53IE 38.5± S, 4" IRON (CAPPED)STCR FILLED W/DEBRIS YD 10287RIM 39.73IE 39.0 S, 3" PLASTIC CULV 10316IE 39.7, 3" CONCCULV 10317IE 39.7, 3" CONC CB 10388RIM 38.96IE 37.6 W, 6" CONC NO.PRKG.ZONE CB 10551RIM 38.99IE 37.1 E, 6" CONC DO.NOT.ENTER STOP 2HR.PRKG STOP SDMH 10661RIM 39.71IE 37.5 E, 6" CONCIE 37.3 NE, 8" IRONIE 37.1 W, 6" CONCIE 37.0 SW, 8" CONC SDMH 10673RIM 39.57IE 37.2 E, 6" CONCIE 36.7 W, 6" CONC IE 36.0 N-S @ CL 8" CLAY SSMH 10677RIM 39.25 STOP PINE8" PINE8" HC.PRKG NO.PRKG CHERRY14" CHERRY6" 2HR.PRKG CHERRY12" STOP/DO.NOT.ENTER STREET 2HR.PRKG 2HR.PRKG CB 11079RIM 38.92IE 38.0 W, 6" CONC 2HR.PRKG 3"CONDUIT3"CONDUIT 4"CONDUIT4"CONDUIT 4"CONDUIT 4"CONDUIT 3' WOOD GATE 3' STUCCO 3' STUCCO DWY IVY U UEMPTY P U UU PCAB DWY AC AC IVY3' STUCCO AC DWY 12' METAL, "BANK OF AMERICA" PIPE ONLY-FLUSH TO GND 4' WOOD WALL BENCH 3' WOOD, "TONKIN PARK" BARK 10' METAL GATE 3' BRICK WALL W/7' METAL FENCE ATOP DWY DWY AC AC 8' CHLK GATE 8' CHLK DWY USPS MB S 3RD ST S 3RD ST S 3RD STS 2ND ST S 2ND STWILLIAMS AVE SWILLIAMS AVE SWILLIAMS AVE SWILLIAMS AVE SWILLIAMS AVE SWELLS AVE SWELLS AVE SWELLS AVE SWELLS AVE SHOUSE R W A Y S HOUSE R W A Y S HOUSE R W A Y S DWY BENCH 4' DWY AC 3' WOOD, "USPS PARKING" 3' HANDRAILBIKE RACK3'PCAB 3' PCAB WILLIAMS AVE SWELLS AVE SWELLS AVE SS 4TH STS 4TH STS 4TH STS 4TH STDWY DWY DWY DWY DWY DWY DWY DWY DWY DWY DWY DWY DWY DWY DWY DWY DWY DWY DWY DWY DWY DWYDWYDWYDWYUSPS MBDWYDWYEMPTY DWYDUCTW/FO W/FO W/FODUCT W/FO CB 56266RIM 41.40IE 39.8 W, 8" CPPSDMH 56287RIM 42.02IE 38.1 E, 8" CPPIE 38.0 W, 8" CPPIE 37.9 N, 12" CONCIE 37.9 S, 12" PVCCB 56289RIM 41.54IE 39.7 S, 8" CPPIE 39.1 W, 6" CONCIE 39.1 E, 6" (PLUGGED)CB 56290RIM 41.50IE 39.6 N, 8" CPPIE 39.6 E, 8" CPP TRASHCANDT4"U NO.TRUCKSFOIE NOT ACCESSED; HEAVY TRAFFICSSMH 56592RIM 42.05CB 56813RIM 41.47IE 38.8 N, 8" CONCTUUWELLS AVE SS 2ND STDWYDWYDWYMIC 15 MIC 16 MIC 19 MIC 20 MIC 21 MIC 23 MIC 24 MIC 25 MIC 26 MIC 28MIC 29 MIC 32 MIC 33SPIKE 100SPIKE 102SPIKE 107 SPIKE 108 SPIKE 109 SPIKE 110 SPIKE 111 SPIKE 113 PK 114PK 115 SPIKE 116 PK-FL 117 POOR SIGNAL NO SIGNAL EMPTYPEMPTY CB 11225RIM 42.56IE 41.7 W, 6" PVCSDMH 11235RIM 43.08IE 39.7 W, 8" CONCIE 39.7 E, 12" IRONIE 39.4 N, 12" CONC T T DT6"ONE.WAY8' METAL GATE 3'6' IRON (TYP)6' IRON (TYP)7' BRICK PILLAR (TYP)2' METAL & PLASTIC, "FIRST FINANCIAL"ON BRICK FOUNDATION2' CONC WALL 3'AC CONC BLOCK RET WALL4'PUPPUTSDMH 11584RIM 40.67IE 37.6 E, 8" IRONIE 37.6 W, 8" IRONIE 37.6 S, 12" IRONIE 37.6 N, 12" CPPCASE 11585 BOREUTP 20' METAL & PLASTIC W/POWER,"SHERWIN WILLIAMS"TRASHCANSTREET/ONE.WAYCB 11711RIM 37.88IE 36.5 W, 6" CONCIE 36.5 E, 6" CONCIE 32.1 S,E-W @ CL 12" CONCSSMH 11722RIM 38.40SSMH 11723RIM 38.39IE 32.2 E, 12" CONCIE <12.4 N-S, METRO SEWERSTCR TOO DEEP TO MEASUREONE.WAY TTTTT UTSTOP/RT.ONLYONE.WAYSSMH 11881RIM 38.02IE 29.7 SE-W @ CL 18" CONCIE 30.0 E, 8" ABANDONEDIE 30.6 E,W-NW: 12" CONC E/W; 18" CONC NWSSMH 11882RIM 38.28T CB 11950RIM 38.37IE 35.6 NE, 12" CONCONE.WAY.(W)/STREET UDT10"DT14"ONE.WAYDT12"SDMH 12087RIM 38.52IE N/A, E, CAN'T SEE PIPEIE N/A, N, CAN'T SEE PIPECB 12088RIM 38.11IE 35.7 E, 6" CONCIE 35.1 W, 12" CONCONE.WAY.(W)15MIN.PRKG 15MIN.PRKGSDMH 12317RIM 38.56IE 34.0 E, 18" CONCIE 33.4 W, 18" CONCSDMH 12318RIM 38.48IE 33.2 E, 18" CONCIE 32.8 S, 12" CONCIE 32.5 W, 18" CONCSDMH 12319RIM 38.34IE 32.1 E, 18" CONCIE N/A, W, INACCESSIBLE24" IRON PIPE NE-SWRUNNING THROUGH STCR IE 32.0 S,E-N @ CL 12" CONCSSMH 12322RIM 38.73DWYDWYPAVERSPAVERSPAVERSDWYPAVERS9' METAL, "PARKING GARAGE"PAVERS 3' METAL HANDRAIL DWY PDWYDUCTDUCTDUCTDUCT DUCTDUCTDUCTDUCTDUCTDUCTDUCTDUCTDUCTDUCTDUCTDUCTDUCTDUCTDT10"DT8"DT8"DT8"ONE.WAY.(E)ONE.WAYWIE N/A, UNABLE TO OPENSSMH 13061RIM 38.11DT8"YD 13130RIM 37.01IE 36.3 S, 2" PVCIE 36.4 N, 3" PVC RGT.ONLY DT6"TRASHCAN 2HR.PRKGYD 13253RIM 39.72IE 38.9 N, 3" PVCPONE.WAY.(E)ONE.WAY TRASHCAN 2HR.PRKG TRASHCANSDMH 13573RIM 39.66IE 35.8 E,W, @ CL 8" CLAYSDMH 13574RIM 38.61IE 35.1 E, 6" CONCIE 35.0 W, 6" CONC6" WATER & TWO COMM LINES RUN N-STHROUGH CENTER OF STCR -3.5'± DOWNSDMH 13575RIM 38.28IE 36.1 NW, 8" CONCIE 36.1 SW, 8" UNKNOWNOIL/WATER SEPARATORSHROUD OVER ENDS OF PIPES PREVENTEDACCURATE MEASUREMENTSCB 13577RIM 38.12IE 36.3 S, 6" CONCSDMH 13578RIM 38.61IE 34.9 E, 8" CONCIE 34.8 NW, 12" IRONWWCB 13652RIM 38.17IE 37.0 W, 6" CONCSDMH 13653RIM 38.44IE 36.2 SW, 4" PVCIE 34.0 E, 6" CONCFILLED W/SEDIMENT, 5'± DEEP METAL BIKE RACKDWYACEMPTYBIKE RACK TRASHCAN EMPTY BIKE RACK ABANDONEDBURNETT AVE SBURNETT AVE SBURNETT AVE SBURNETT AVE SCRPL #3 66" STL DUCTDT2"DT2"W/TELE&TVSS 2HR.PRKGCRPL #3 66" STL CRPL #3 66" STL66"66"CRPL #3 66" STL SDMH 13786RIM 42.21IE 37.6 S-W, @ CL 12" CONCIE 38.7 E±, SIZE/TYPE UNKNOWNONLY EVIDENCE OF E-BOUND PIPEIS A DRIZZLE OF WATER INTOTHE STCR FROM THE EASTLOCATION OF ALL SPU/CEDARRIVER PIPES APPROXIMATE LOCATION OF ALL SPU/CEDARRIVER PIPES APPROXIMATELOCATION OF ALL SPU/CEDARRIVER PIPES APPROXIMATELOCATION OF ALL SPU/CEDARRIVER PIPES APPROXIMATE LOCATION OF ALL SPU/CEDARRIVER PIPES APPROXIMATELOCATION OF ALL SPU/CEDARRIVER PIPES APPROXIMATELOCATION OF ALL SPU/CEDARRIVER PIPES APPROXIMATE CTL MH, 4'x8'x6'CTL MH, 3.5'x8'x5.5'DEACTIVATED GAS LINECTL MH, 6.5'x12'x8.5'CTL MH, 5'x10.5'x6'CTL MH, 6.5'x12'x8.5'CTL HH 463 TA DEACTIVATED GAS SVC CTL MH, 4'x10'x6.5'CTL MH, 8'x18'x7'CTL MH, 3'x8'x6.5'CTL HH 264 TA CTL HH 264 TACTL HH 264 TACTL HH 463 TACTL HH264 TAUTTT PPPPPUUUPPUW PPWUUPPPP PPTVUUPU U SPIKE 118 SPIKE 119 MIC 120 TRASHCAN 2HR.PRKG TRASHCAN2HR.PRKG TRASHCANPK 214 T DT42"DT42"DT30"DT30"DT30"DT30"DT30"DT36"DO.NOT.ENTERDT20"DT22"DT18"T ENTER.ONLYDT18"DT30"DT30"DT30"DT30"RESERVED.PRKG RESERVED.PRKGRESERVED.PRKG RESERVED.PRKGDT30"RESERVED.PRKGONE.WAYDT14"DT14"DT14"DT14"DT14"STOP DT4"DT14"DT14"DT14"END.SCHOOL.ZONE(E)/DO.NOT.ENTER(W)TTU TONE.WAYTDT16"DT18"BUS U DT20"DT18"DO.NOT.ENTERSTOPONE.WAYGPGP T STOPPED.XING TRASHCANTRASHCANONE.WAYGPGPSTREETDT18"DT14"STOPREBAR DT12"PED.XINGONE.WAYDT20"ONE.WAYDT18"WSDOT.TO.900.WEST HCP.PRKGHCP.PRKG DO.NOT.ENTERDO.NOT.ENTER COCOCODT4"DT4"DT36"DT36"DT36"WRONG.WAYDT36"DT36"DO.NOT.ENTERDT1"TRASHCANDO.NOT.ENTERT DT18"DT18"DT24"DT24"ONE.WAYDT10"(2)DT10"(2)DT4"DT36"TTGPGPGPGPGPGPGPGP GP GP GP GPGPGP GPGP XING.AHEADGPGPSTUDENT.PRKG30'.PRKGDT18"DT24"GP.GAS UCO UCOWW SPD25 DT1"DT1"DT6"DT6"INTERCOM DT16"DT16"CONC TILEBRICK RET WALL/PLTRCONC TILEBIKE RACKPPPWACDWYDWYPDWYACACACDWYPPDWYAC4' CHLK P PBENCH TBUSWITH LED 8' CHLK DWYAC8' CHLK4' CHLK AC AC AC ACTW/TWO MOUNTED SIGNAL HEADS DWY4' CHLK AC AC ACDWYP U W UTT DWYAC 3'WAC RAMP AC W/A MOUNTED SIGNAL HEADBARKDWYAC 6' BRICK ON CONC FOUNDATION,"RENTON HIGH SCHOOL"2'2'ACDWY 6' CHLK P LOGAN AVE SLOGAN AVE SMETAL "USAGAIN" BOX T AC T CONC RET WALLDWYPT7' METAL, "CITYCENTER PARKING"AC DIRTWHEEL STOPSDWYUPACDWYACAC5' CHLKDWYPPDT4"3' WOOD PLTR3' WOOD PLTR MORRIS AVE SMETAL PLTRTUUUPP5' CHLKACACAC AC WHITWORTH AVE SSHATTUCK AVE SDWY 2'3'CONC RET WALLDWYP2'AC AC2'2'CONC RET WALLP3'PAC U UU1HR.PRKGDT1"DT6"DT6"DT1"1HR.PRKGDT2"DT1"TOWING DT2"DT2"1HR.PRKGDT2"DT2"DT2"14"COCO 1HR.PRKGDT1"DT1"TTSTOPDT24"SS TDT4"DT4"T XING.AHEAD DT12"DT12" DT12" DT12" DT10" DT8" NO.PRKG STOP XING TRASHCAN DT20" DT30" DT30" DT30" DT28" NO.PRKG GPGPGPGP NO.PRKG NO.PRKG XING TRASHCAN STOP STOP XING6" XING.AHEAD PT DT18"DT18"W TRAFFIC.ISLANDUDT18"DT18"DT14"SS SSXINGGP GP DO.NOT.ENTERGPGPGPGPGPGPXINGXING.AHEADDT18"DT18"DT18"DT18"DT18"SS DT18"DT18"DO.NOT.ENTER(S)/STOP(N)SSWWXING.AHEADDT10"DT12"GPDT4"2HR.PRKG DT4"DT10"DT10"SP SPDT4"(5)DT6"DT6"DT8"WWWGPGPGPGP AC.PATCH.ONLYTAC.PATCH.ONLY S 2ND ST S 2ND STS 2ND ST S 2ND STS 2ND ST S 2ND STS 2ND ST S 2ND ST TRASHCANDWYDWYAC6' WOOD, "MAGNUSON APTS"5' CHLK4' WOOD DT2"4' WOOD 3'3'P4' WOOD PPDT2"CONC RET WALL DWYACCONC BLOCK RET WALL TDWY6' CHLK6' CHLKGATE AC7'TAC DWYW/POWER AND FLASHER DWY 8' AC DWY PW/STOP SIGN 3' 3' 3' 3' 5' 7' CHLK GATE 7' CHLK 7' CHLK GATE DWYAC LAVA ROCK 1.5' TALL CONC BASE-NO LIGHT 10' DWY TPS 4TH ST 4' 6' CHLK GATE 6' CHLK GATE GATE GATE 6' CHLK 6' CHLKPAC 6' CHLK ACACDWYTDWYPPDWYDWYDWY MON 226CASE 227RC.22016 U GPGPGPPARKGPDT8"NO.PRKGTRASHCANDT1"NO.PRKG DT4"DT6"SS W2HR.PRKGDT4"DT6"DT4"U DT4"DT6"DT6"2HR.PRKGUTIL.WITH.MIC.LIDU4HR.PRKG WDT6"2HR.PRKGDT4"DT6"NO.PRKGTRASHCANUDT4"U1.5' CONC WALLAC6' IRON GATEUCAB6' IRON GATEAC6' IRON6' IRON6'6'6'P5' CHLK5' CHLK4' CHLK GATE4' CHLK6'8'6' CHLK6' CHLKGATEAC MORRIS AVE SMORRIS AVE SLOGAN AVE SSMITHERS AVE SPTWASTE BINSPPCABDWY3'TPMIC 250 MIC 251MIC 252 MON 253MIC 254MIC 255MIC 256MIC 257MIC 258MIC 259MIC 260MIC 261MIC 262MIC 263MIC 264 PK 238PK 242PK 244DT6"DT4"2HR.PRKG DT6"(4)LFT.ONLY.AHEADDT4"DT4"DT4"U BIKE RACKDT6"DT6"DT6"DT1"DT2"TTT DT4"1HR.PRKGSTOPSSSSUSS DT24"DT14"DT14"DT16"DT14"TRASHCANDT2"DT2"1HR.PRKGDT2"STOP SSDT6"DT1"SS DT8"1HR.PRKGDT6"DT8"DT4"DT4"DT4"NO.PRKG W DT10"DT8"DT12"XING.AHEADDT12"DT10"DT8"DT20"DT14"TRASHCANDT16"DT12"SS DT12"DT14"SSDT12"DT10"DT6"TRASHCAN DT10"SS DT12"DT4"DT10"DT14"DT10"DT8"DT12"DT6"DT6"SSSSSSDT10"TRASHCANDT10"P GPGP XING.AHEADXING.AHEADDT8"DT12"SS GPXINGGPDO.NOT.ENTERDO.NOT.ENTER DT12"DT8"DT10"DT10"DT6"PRKG/NO.PEDSDT10"DT6"XING.AHEADDT10"BENCHU W/MOUNTED TRAFFIC CAB4' STONE, "PIAZZA"P DWYUBENCH STORM DRAIN GRATESTORM DRAIN GRATE6' CHLK DWYPROPERTY INACCESSIBLE AUTHORIZATION REQUIRED FOR ACCESS AUTHORIZATION REQUIRED FOR ACCESS DT18"DT18"DT18"CONC FENCE FOOTING (TYP)EXPOSED 0.5" CONDUIT AC DWYDT3"DT4"DT4"DT4"ACAREA UNDER CONSTRUCTIONACACACACDWYPU6' CHLKGATE6' CHLK DWYDWYDWY4' CHLKGATE5' CHLK TPDWYDWYDWY CONC WALL (VARYING HEIGHT)ACPPP 3' WOOD, "CHURCH"6' CHLKDWYGATEBRICK WALL/PLTR, 2.5' TALL BENCHBENCHBENCHBENCH BENCH BENCHBENCHBENCHPPPDWYTGARAGE GATE 7'1' CONC WALL W/WOOD & CONC FENC ATOP PPDWYACACACAC DT4"DWYPTDWY W/MOUNTED TRAFFIC CONTROL CABTPDWY6' WOOD GATE5'DWY AC3'T6' METAL GATEPACDWYHAS MIC LID PPTTACK-FL.22338TACK-FL.22338DT20"TRASHCANDT14"DT14"SSSTOPONE.WAY ONE.WAY ONE.WAY GPDT56"DT36"RC.SMASHED DT6"DT4"ONE.WAY DT6"ONE.WAY TRASHCANNO.PRKG6"4"6"6"1'.METAL.POST18"DT12"W DT10"W DT6"4HR.PRKG DT4"DT6"TRASHCAN SDDT6"DT4"4HR.PRKGDT6"BUSDT8"TRASHCAN MIC 246 W WTRASHCAN SPDT40"PROTECT.AQUIFERSTO.405TRASHCANYIELDNOT.OVER.26000LBDO.NOT.ENTERKEEP.RIGHT DT20"DT30"DT40"FO.MARKERFO.MARKER DT14"DEAD.END STOP RR.XING RT.LANE.MUST.TURN STOPDT12"DT14"DT12"DT16"DT12"DT14"DT12"DT12"DT14"2HR.PRKGDT6"8"DT10"SPCODT12"DT8"(3)DT30"DT10"DT14"DT10"(2)DT12"DT16"BUSNO.PRKG DT30"DT14"DT18"PWW3' METAL HANDRAILTRASH BINTRASH BIN TRASH BINBENCHPPPPTBENCHTRASH BINSTRIP DRAINTRASH BINBENCHBENCHBENCHBENCHBENCHP BENCHBENCHWP7' METAL & GLASS7' METAL & GLASS10' PUBLIC ART10' PUBLIC ART3' METAL HANDRAIL3' METAL HANDRAILCASE 81815 3' IRON 3' IRONDWYSTORM DRAIN GRATEACDWYACDWY1O' METAL & PLASTICPCONC BLOCK RET WALLCONC BLOCK RET WALL3' BRICK PILLAR3' BRICK PILLAR ACDWY6' CHLKACDWY3' METAL & PLASTIC, W/POWER,"SAFEWAY"DWYDWY4' CHLK P U DWY4' CHLK AC ACDWY U U U EMPTYDWY P PP P P DWY WHITWORTH AVE SSHATTUCK AVE SSHATTUCK AVE SDWY P ACDWY DWYAC USPS.BOX P P P STORM DRAIN GRATE DWYAC P AC4' IRON P ACAC 10' METAL & PLASTIC, W/POWER,"BURGER TOWN"PDWY DWYACACACRR-TIE PLTRDWY MILL AVE SW W CONC BENCH3'BARKGRINDING LINE3'3'3'3'3'DWY ACBARK3'BARK3'IVY PAC RAMP ACIVYRAMPPP7' BRICK, "HISTORIC RENTON HILL"DWYIVY IVY IVY IVY2' IVY 3' WOOD, "CEDAR RIVER TRAIL"IVYMILL AVE SMILL AVE SS 3RD STCEDAR RIVER TRAILHOUSER WAY S UPP AC DWYRAMP1.5' TALL BRICK PLTR5' WOOD, "RENTON HISTORY MUSEUM"BIKERACKORNAMENTAL FOUNTAIN6' CHLK AC4'DWY3'DWYW/RR-XING AND "NO RIGHT" SIGNAGE T12' METAL/LED, "RENTON HIGH SCHOOL"T BENCHPUUWWTUUUUDUCTDUCTDUCTDUCT UPLAQUE STREET/ONE.WAYTSPSPGPGPGPAC3' WOOD HANDRAILRAISED WOOD PLTRRAISED WOOD PLTRACDWY AC13' METAL & PLASTIC, W/POWER,"3RD STREET PROFESSIONAL BLDG"AC DO.NOT.ENTER RAMPCB 84094RIM 42.03IE 40.2 E, 8" METALIE 40.1 NW, 8" METAL TRASHCANSTOP.FOR.PEDTTDT1"VEHICULAR.BOLLARD TRASHCANDT1"DT1"TRASHCANCB 84402RIM 42.81IE 41.3 N, 6" METALCB 84403RIM 42.59IE 40.5 S, 6" IRONIE 40.5 N, 8" IRONCB 84404RIM 42.65IE 40.6 S, 8" IRONIE 40.6 W, 8" IRON T SDMH 84570RIM 44.59IE 40.9 S, 12" CONCIE 40.9 E, 12" CONC IE 37.3 S,E-W @ CLSSMH 84571RIM 44.68SSSSTRASHCANSTOPVEHICULAR.BOLLARD DT1"WIE 37.8 N,S @ CL 6"SSMH 84843RIM 43.59CB 84844RIM 43.60IE 40.0 NE, 12" IRON SDMH 84886RIM 43.71IE 40.6 S, 12" IRONIE 40.6 NE, 12" IRONIE 39.0 SW, 12" IRONIE 38.8 N, 8" IRONCB 84935RIM 43.38IE 40.8 SW, 12" IRON TVSSVEHICULAR.BOLLARDCB 85039RIM 43.69'T TRASHCANSS CB 85136RIM 44.12IE 41.6 SW, 8" IRONIE 41.6 N, 8" IRONIE 40.8 S, 8" IRONCB 85139RIM 44.04'SSSS DWYACDWY4' METAL HANDRAIL20' METAL & PLASTIC, W/POWER,"STATE FARM"DWY PU 2' METALDWY DT1"TRASHCANCOVEHICULAR.BOLLARDCB 85335RIM 43.69IE 41.6 W, 12" IRON CB 85484RIM 43.73IE 41.7 N, 8" IRON CB 85534RIM 44.72IE 42.0 S, 8" CONCIE 42.0 N, 8" CONC GPGPGPT TPED.XINGSDMH 85622RIM 45.46IE 42.0 S, 8" CONCIE 39.0 W, 12" CONCIE 38.8 E, 12" CONC SDMH 85661RIM 45.37IE 41.7 S, 8" CONCIE 40.0 SE, 8" CONCIE 38.9 W, 12" CONCIE 38.8 E, 12" CONCCB 85662RIM 44.97IE 42.9 NW, 8" CONCIE 42.9 N, 8" CONCIE 38.2 NE,E,S-W @ CLSSMH 85682RIM 46.04STOPPED.XINGDT4"SDMH 85901RIM 45.38IE 42.0 W, 8" PVCIE 41.8 N, 12" PVCIE 41.8 S, 12" PVCSDMH #85920RIM 44.32'CB 85922RIM 44.00IE 42.6 W, 8" PVC SDMH 85946RIM 44.19IE 41.2 W, 12" IRONIE 41.2 E, 12" IRONIE 41.0 N, 12" IRONIE 41.0 S, 12" IRONCB 85977RIM 43.77IE 42.2 W, 6" IRONIE 41.7 E, 12" IRON SDMH 86010RIM 45.05IE 41.4 N, 12" CONCIE 41.4 S, 12" CONCIE 41.4 W, 12" IRONSDMH 86011RIM 44.98IE 41.3 N, 12" CONCIE 41.3 S, 12" CONCIE 41.3 W, 12" IRONCB 86015RIM 44.97IE 41.6 W, 8" PVCIE 41.3 E, 8" PVCIE 41.3 SE, 12" PVCIE 41.2 N, 12" CONCIE 41.2 S, 12" CONCIE 38.4 S,W-N @ CLSSMH 86016RIM 44.87 DT2"SS DT2"DT2"DT2"SSSS DT2"TRASHCANYD 86250RIM 44.93'NO.PRKGYD 86256RIM 45.26IE 44.5 W, 3" PVCIE 44.5 E, 3" PVCCB 86261RIM 44.31IE 42.4 E, 8" CONCCB 86262RIM 43.94IE 42.8 NW, 6" CONCIE 42.7 E, 8" PVCCB 86275RIM 44.05IE 42.2 W, 6" IRONIE 41.8 E, 12" IRONCB 86276RIM 44.23IE 42.2 W, 6" IRONIE 41.7 E, 12" IRON PED XING SIGNALDWY PED XING SIGNALBARKBARKTVPPDWY2' METAL 4' METAL HANDRAILPU2' METAL, "DOWNTOWN"2' METALBIKE RACKTFOPDWYACACDWYSDMH 25292RIM 31.01IE 25.9 E, W, 12" CMPIE 27.2 S, 12" METALCB 25293RIM 30.65IE 26.2 E, 12" CMPIE 24.0 E,W,N @ CLW LINE ABANDONEDSSMH 25294RIM 31.24CB 25295RIM 31.19IE 29.8 N, 4" PVCIE 29.5 S, 6" CONCSDMH 25296RIM 31.28IE 26.4 N, 6" CONCIE 26.5 E, 6" CONCIE 26.2 W, 8" CONCIE 28.3 S, 6" CONC SDMH 25297RIM 31.27IE 29.3 SW, 6" CONCIE 29.4 S, 4" CONC CB 25298RIM 30.76IE 28.7 E, 12" METAL CB 25299RIM 31.36IE 27.8 N, 12" METALIE 27.8 W, 12" METALCB 25973RIM 31.18IE 29.2 W, 10" PVCCB 25986RIM 31.26IE 29.3 N, 6" CONC YD 26193RIM 43.89'YD 26211RIM 44.17'YD 26457RIM 31.74IE 30.0 SW, 3" PVCIE 30.0 E, 3" PVC SDMH 26696RIM 30.74IE 22.1 N,S, NWIE 26.4 , 12" CONCIE 26.5 S, 6" CONCIE 27.3 E, 12" CONC CB 26751RIM 30.84IE 26.9 W, 12" CONCIE 26.8 S, 6" CONCIE 22.6 N,E,S @ CLSSMH 26850RIM 31.17IE 23.6 E,W @ CLSSMH 26851RIM 31.22CB 26852RIM 30.83IE 26.4 E, 12" CPPIE 26.5 N, 12" CONCIE 26.2 W, 12" CONC CB 26961RIM 30.96IE 27.4 W, 12" CMPIE 27.4 S, 12" METALCB 27053RIM 30.89IE 28.5 N, 12" METAL YD 27374RIM 32.27'YD 27375RIM 32.17'CB 27447RIM 32.44IE 30.1 E, 6" PVCIE 30.1 NW, 6" CONCIE 30.1 SW, 6" CONC CB 27448RIM 35.30IE 33.0 W, 12' CPPIE 33.0 S, 12" CPPIE 33.0 E, 12" CPPIE 33.0 N, 12" CPPIE 27.4 E,NW @ CLSSMH 62128RIM 32.66SSMH 62129RIM 32.27IE 20.6 S,W @ CLIE 25.6 EIE 25.3 SESSMH 62130RIM 32.22IE 20.5 E,W @ CL,SSMH 62147RIM 32.38IE 20.8 EIE 20.8 SIE 21.7 NWSDMH 62148RIM 31.80IE 27.5 SE,NW @ CL,CB 62149RIM 31.46IE 29.3 SE, 6" CONC CB 62448RIM 32.12IE 30.3 N, 6" CONCSDMH 62637RIM 31.96IE 23.0 N, 12" CONCIE 23.0 S, 12" CONCIE 25.9 E, 12" CONC CB 62661RIM 31.33IE 28.8 N, 6" CONC IE 26.4 E, W @ CLSSMH 62818RIM 32.55 CB 62819RIM 32.29IE 31.1 S, 6" CONC SSMH 62820RIM 33.38IE 28.6 E,W @ CLIE 29.4 SW IE 28.3 E,W @ CLSSMH 62821RIM 33.53 SSMH 62822RIM 33.79IE 28.7 E,W @ CLIE 29.1 NIE 29.2 SECB 62912RIM 33.15IE 30.6 N, 12" CPPIE 30.6 W, 12" CPPCB 63332RIM 32.66IE 29.2 W, 12" CONCIE 29.2 E, 12" CONCIE 30.3 N, 6" METAL(THROUGH)IE 30.3 S, 6" METAL(THROUHG)SDMH 63337RIM 32.47IE 28.4 S, 6" CONCIE 28.3 E, 12" CONCIE 28.3 W, 12" CONCIE 28.4 NE, 4' CONC CB 63513RIM 32.22IE 29.9 W, 6" CONCCB 63515RIM 32.22IE 30.2 E, 6" CONCIE 25.2 E,W @ CLSSMH 65030RIM 30.29 IE 24.9 E,W @ CLSSMH 65057RIM 30.83CB 65162RIM 28.86IE 25.3 W, 8" CPPSDMH 65164RIM 29.54IE 24.7 E, 8" CPPIE 20.7 S, 24" CPPIE 20.9 N, 24" CPPIE 25.1 W, 8" CONCSDMH 65165RIM 29.41IE 21.1 S, 24" CPPIE 21.2 N, 24" CPPIE 25.6 W, 8" METALCB 65166RIM 29.10IE 27.4 NE, 8" CONCCB 65442RIM 30.12IE 28.4 NE, 8" METALCB 65844RIM 29.96IE 28.7 S, 6" CONC SDMH 65895RIM 30.86IE 21.2 N, 24" CPPIE 21.2 S, 24" CPPIE 21.5 W, 18" CPPIE 27.7 E,W,N @ CLSSMH 65930RIM 33.77 IE 25.6 E,W @ CLSSMH 65941RIM 31.55 IE 29.9 NW,S @ CLSSMH 66398RIM 33.27SDMH 66399RIM 32.82IE 29.9 S, 6" CONCIE 29.7 W, 12" CONCIE 30.0 N, 6" CONCCB 66459RIM 32.72IE 30.2 E, 6" CONCIE 30.1 N, 6" CONC CB 66460RIM 32.75IE 31.0 W, 6" CONC IE 29.4 E,W @ CLSSMH 66949RIM 34.36CB 66950RIM 32.98IE 31.6 S, 6" CONCIE 27.2 E,W @ CLSSMH 66951RIM 33.70 CB 67576RIM 36.43IE 33.5 E, 12" CPP CB 67579RIM 36.48IE 34.9 W, 6" CONCSDMH 67580RIM 36.83IE E, 6" CONCIE 30.8 N, 24" CMPIE 30.6 S, 24" CMPIE 32.8 W, 12" CPP IE 30.4 N @ CLSSMH 67581RIM 36.99SDMH 67608RIM 36.81IE 32.2 S, 18" CMPIE 31.4 E, 24" CMPIE 31.4 N, 24" CMPIE 33.9 SW, 8" METAL SSMH 67610RIM 37.20IE 29.9 E, W @ CLIE 30.2 NIE 30.2 SSSMH 67611RIM 37.06IE 27.9 E, W @ CLIE 30.4 SIE 30.3 NIE 29.2 SW CB 67741RIM 37.70IE 33.9 NE, 6" CONCCB 67818RIM 36.39IE 33.4 S, 18" CPPIE 33.8 N, 6" PVCIE 30.3 N,S @ CLSSMH 67820RIM 36.63CB 67838RIM 36.52IE 34.1 NE, 6" CONCSDMH 68468RIM 31.85IE 22.6 N, 12" CONCIE 22.6 S, 12" CONCIE 23.2 W, 8" CONCCB 68976RIM 30.71IE 28.2 S, 12" CONCCULV 69111IE 31.6 2" PVCCB 69591RIM 30.76IE 28.5 N, 6" CONCIE 28.8 E, 4" CONCIE 28.7 SE, 4" CONC IE 22.2 N,S @ CL SSMH 69592RIM 31.05 SSMH 69595RIM 31.00IE 22.6 N,S @ CLIE 22.8 ECB 69599RIM 30.12IE 29.3 N, 6" CONC SDMH 69907RIM 30.69IE 21.8 N,S, 12" CONCIE 23.5 E, 12" CONC CB 70005RIM 29.69IE 28.4 SE, 4" PVCIE 28.4 NW, 4" PVC CB 70275RIM 29.73IE 27.3 NE, 6" CONC CB 70375RIM 30.62IE 29.5 W, 4" CONCCB 70389RIM 30.52IE 29.4 NW, 4" CONC CB 70807RIM 29.73IE 28.0 W, 4" PVCIE 28.8 E, 6" PVC CB 70815RIM 29.01IE 27.8 SW, 6" CONCIE 28.1 NW, 4" CONC CB 70830RIM 29.28IE 27.3 E, 6" CONC SDMH 70831RIM 29.71IE 21.7 N,S,NE, 12" CONCIE 22.0 N, 18" CONCIE 27.2 W, 6" CONCIE 25.0 E, 10" PVCSDMH 70832RIM 29.71IE 21.8 N,S, 12" CONCIE 22.4 W, 6" CONCIE 22.5 E, 8" PVCIE 25.4 SE, 4" CONC SSMH 70833RIM 30.19IE 21.4 NIE 21.4 SIE 22.2 E SDMH 70868RIM 29.25IE 21.8 N, 18" CONCIE 21.8 S, 18" CONC CB 70971RIM 28.99IE 27.9 N, 4" CONC SDMH 71201RIM 38.52IE 34.4 NE, 8" IRONIE 34.3 S, 8" CONCIE 33.8 SW, 6" CONCIE 33.5 N, 12" CONCSDMH 71263RIM 35.81IE 32.9 S, 12" METALIE 32.7 N, 18" CPPIE 32.7 W, 8" CONCIE 33.0 E, 12" METALSDMH 71296RIM 36.51IE 33.1 W, 8" CONCIE 32.4 E, 8" CONCIE 31.5 N, 18" CMP SDMH 71361RIM 36.41IE 32.7 S, 18" CPPIE 33.0 N, 18" CPPIE 32.6 W, 8" CONCCB 71483RIM 35.58IE 33.6 S, 12" METALIE 33.6 E, 12" METALIE 31.7 E,N @ CLSSMH 71492RIM 35.59 CB 71544RIM 35.19IE 33.5 W, 6" CONCIE 34.5 E, 8" METALIE 33.5 N, 12" METALCB 71706RIM 35.32IE 32.9 S, 12" CONCIE 32.9 N, 12" CONCIE 33.6 W, 8" CPPCB 71710RIM 35.15IE 33.6 E, 6" CONCIE 31.2 N,S @ CLSSMH 71713RIM 35.74CB 71719RIM 35.84IE 34.8 W, 6" PVCIE 33.0 E, 8" CONCCB 71733RIM 36.20IE 34.7 W, 3" PVCIE 33.9 E, 8" CONCCB 71760RIM 36.63IE 36.0 E, 3" PVC CB 72196RIM 35.47IE 33.2 S, 12" CMPIE 33.2 NW, 12" CMPSDMH 72349RIM 35.99IE 33.6 E, 6" CONCIE 32.2 W, 12" METALIE 32.2 N, 12" METALCB 72350RIM 36.04IE 33.2 W, 6" CPPIE 33.2 E, 12" METALIE 33.2 N, 12" METALCB 72494RIM 35.85IE 34.0 E, 6" CPP CB 72731RIM 36.09IE 34.3 W, 6" CONCCB 72904RIM 35.75IE 32.6 S, 12" CONCIE 32.6 W, 12" CONCCB 73420RIM 35.15IE INACCESSIBLE, CLOGGED CB 73854RIM 35.51IE 32.7 NE, 6" CONCIE 32.8 S, 6" CONCYD 73999RIM 34.30IE 33.7 N, 3" PVCYD 74008RIM 34.45IE 33.6 S, 3" METALIE 33.8 N, 3" METAL YD 74027RIM 34.81IE 34.0 S, 3" PVCIE 34.1 N, 3" PVC YD 74030RIM 35.19IE 34.5 N, 3" PVCIE 34.4 S, 3" PVCSSMH 74359RIM 33.65IE 30.2 S, 6" CONCIE 30.2 N, 6" CONCIE 30.2 E, 6" METALSDMH 74363RIM 33.32IE 30.7 S, 8" METALIE 30.7 NE, 6" METALIE 30.9 W, 6" METALSDMH 74364RIM 33.29IE 30.0 S, 10" CONCIE 30.2 N, 8" METALIE 30.4 E, 12" METALSDMH 74366RIM 33.34IE 30.0 S, 6" CPPIE 30.0 N, 10" CONCIE 30.0 E, 10" PVCIE 30.0 W, 10" PVCSDMH 74368RIM 33.35IE 31.0 W, 4" CONCIE 30.2 N, 6" CPPSDMH 74370RIM 33.49IE 31.0 S, 6" CONCIE 30.9 N, 6" CONCIE 31.0 SE, 6" CLAYIE 31.2 W, 6" CLAYYD 74632RIM 33.03IE 32.4 W, 4" METALCB 74659RIM 33.09IE 22.6 E, 4" METALIE 31.9 NW, 6" CONCSDMH 74660RIM 33.50IE 31.5 SE, 6" CONCIE 31.5 W, 6" CONCIE 31.5 N, 6" CONC CB 74841RIM 32.76IE 31.2 S, 6" CONC YD 74868RIM 34.09IE 33.7 S, 3" PVCYD 75250RIM 33.32IE 32.9 N, 3" PVCYD 75254RIM 33.34IE 32.7 N, 3" PVCIE 32.6 S, 3" PVCCULV 75358IE 32.8, 2" PVCCULV 75359IE 32.6, 2" PVC CULV 75360IE 32.8, 2" PVCCULV 75361IE 32.8, 2" PVC IE 27.7 E, W @ CLSSMH 75612RIM 33.78 CB 75629RIM 33.11IE 31.9 E, 4" CONCIE 31.9 W, 4" CONC CB 75739RIM 33.59IE 31.1 SW, 6" METALIE 31.3 NE, 6" PVCIE 31.3 W, 6" PVCCB 76401RIM 32.31IE 31.1 NW, 4" METALIE 25.6 W,N @ CLSSMH 76590RIM 32.74SDMH 76592RIM 32.61IE 31.0 W, 6" CONCIE 30.5 SE, 4" METALIE 30.8 N, 6" CONCCB 76593RIM 32.07IE 30.9 E, 6" CONC CB 76773RIM 32.15IE 30.6 W, 6" CONCSDMH 76973RIM 32.77IE 29.8 NE, 6" CONCIE 29.5 S, 6" CONCIE 28.7 W, 12" CONCIE 28.8 E, 12" CONCIE 26.4 N,S,E @ CLSSMH 77134RIM 32.98 CB 77837RIM 37.55IE 34.8 E, 12" METALIE 35.6 W, 8" METALCB 77838RIM 37.29IE 35.0 E, 12" METALIE 35.3 W, 4" PVCCB 77845RIM 37.92IE 34.8 E, 12" PVCIE < 13.2 N-SW, METRO SEWERSTCR TOO DEEP TO MEASURESSMH 77849RIM 38.20 CB 77884RIM 37.84IE 35.6 E, 6" PVCIE 35.5 W, 12" METALIE 34.9 N,E @ CLSSMH 77887RIM 38.14SDMH 77888RIM 38.21IE 34.3 S, 12" METALIE 34.2 N, 12" METALIE 34.4 E, 4" METALIE 34.5 W, 4" METALSDMH 77889RIM 38.11IE 34.2 S, 12" METALIE 35.4 E, 12" METALIE 34.5 W, 12" PVCIE 34.1 N, 12" METALCB 77890RIM 37.85IE 35.6 W, 12" METALSDMH 77987RIM 38.26IE 34.7 E, 12" METALIE 34.6 W, 12" METALIE 33.9 S, 12" METALIE 33.9 N, 12" CONC SDMH 78690RIM 38.40IE 34.2 SE, 12" CONCIE 34.2 W, 12" CONCIE 32.9 S, 12" CONCIE 32.9 N, 12" CONCSDMH 78705RIM 38.05IE 34.2 SE, 12" CONCIE 34.0 W, 12" METALIE 33.3 S, 12" CONCIE 33.3 N, 12' CONCIE 32.6 N,S @ CLSSMH 78795RIM 38.25CB 78796RIM 38.04IE 35.2 E, 6" PVCIE 34.9 NW, 12" CONCCB 78800RIM 37.69IE 35.5 E, 6" PVCIE 35.3 W, 12" CONCCB 78889RIM 38.23IE 36.1 E, 8" METALIE 36.9 NW, 4" PVCIE < 13.4 N-S METRO SEWERSTCR TOO DEEP TO MEASURESSMH 79036RIM 38.42 CB 79054RIM 37.89IE 34.8 E, 12" CONC SDMH 79859RIM 46.89IE 43.7 SW, 8" CONCIE 42.4 N, 6" CONCIE 42.4 NW, 6" CONCIE 40.4 E, 12" CONCIE 41.0 SW,N @ CLSSMH 79860RIM 46.71IE 41.2 S,NE @ CLSSMH 79861RIM 46.40CB 79950RIM 45.82IE 43.3 SW, 10" CONC CB 80056RIM 46.23IE 43.0 S, 8" CONCCB 80141RIM 46.15IE 43.0 SE, 8" CONCIE 43.0 NW, 8" CONCIE 40.1 N,S @ CLSSMH 80203RIM 46.20CB 80209RIM 45.45IE 42.8 N, 8" CMPIE 42.8 W, 8" CMP CB 80213RIM 45.04IE 42.2 N, 8" CONCIE 42.0 S, 8" CMPIE 42.2 W, 6" CONCIE 41.4 N,S @ CLSSMH 80291RIM 46.94 SSMH 80448RIM 47.18IE 41.7 NIE 41.7 SIE 42.3 W SSMH 80449RIM 47.02IE 41.5 N,S @ CLIE 41.5 E IE 41.8 SW,NE @ CLSSMH 80463RIM 47.41CB 80482RIM 47.12IE 45.3 E, 12" CONCIE 42.9 E,SW @ CLSSMH 80818RIM 45.76 CB 81248RIM 53.02IE 49.0 NE, 12" CONCIE 49.0 SW, 12" CONCCB 81463RIM 45.44IE 44.6 W, 6" PVC CB 81508RIM 46.21IE 44.5 E, 8" CONCCB 81509RIM 46.32IE 44.2 NE, 8" CONCIE 44.4 W, 8" CONCONE.WAY YD 86477RIM 43.17IE INACCESSIBLE, FULL OF DIRT TACACFLOWER POTP UP DWY AC TPDWY2' METAL P2' METALBENCHBIKE RACKBIKE RACK P2' METAL 2' METAL3' METAL HANDRAIL3' METAL HANDRAILBENCHTRASHCANTRASHCANDEACTIVATED12" HP12" HPDWY UCONC-FILLED MON 500MIC 267 MIC 268MIC 269 MIC 270 MIC 271PED SIGNAL TRASHCANUIE 23.4 W-E @ CL 12" IRONSSMH 27757RIM 31.68SSMH 27758RIM 31.56IE 24.8 W, 6" IRONIE 24.4 SE, 6" CONCIE 23.7 SW @ CL 12" IRONSSMH 27759RIM 31.77IE 25.7 W, 8" PVCIE 24.0 S-N @ 12" IRONIE 23.9 SE-N @ CL 12" IRONS PIPE SIZE/TYPE INDETERMINATESSMH 27760RIM 31.23IE 27.9 E, 8" PVCSSMH 27761RIM 33.29 NO.PRKG DT40"LIBRARY.USE.ONLYDT24"DT36"SDMH 28120RIM 45.61IE 38.9 N, 12" CONCIE 38.8 SE, 12" CONCIE 37.8 NE, 12" CONCIE 37.8 W, 12" CONCIE 39.9 W-SE @ CL 6" CONCSSMH 28121RIM 45.81 BLANKHC.PRKG SP DT4" W DT4" DT6" DT4" SDMH 28666RIM 27.98IE 23.0 W, 12" CPPIE 20.4 S, 12" CONCIE 20.4 N, 12" CONC CB 28667RIM 27.62IE 24.0 W, 12" CPP SDMH 28668RIM 28.33IE 20.8 E, 12" CONCIE 20.8 S, 12" CONCIE 20.7 N, 12" CONC IE 19.4 N-S @ CL 12" PVC SSMH 28669RIM 28.74 T CB 28673RIM 28.37IE 26.6 W, 6" CONC ISLAND.HATCH GP GP GP GP GP GP GP GP GP GP GP GPGP GP GP GP GP GPGP GP GP GP GP GP GP GP GP GP GP GP GP GP GP GP GP GP GP GP GP GP GP GP DT6" T DT8" DT6" DT4" CB 28929RIM 28.30IE 24.9 E, 12" CPP DT2" DT2"SD CB 28961RIM 27.69IE 25.5 W, 12" IRON DT2" STOP GP GPGP GP GP GP GP GP GP GP U4' CHLK GATE 4' CHLK 4' CHLK DWY ACDWY SPEEDBUMP 7' IRON SLIDING GATE 7' IRON ACU7' IRON 8' WOOD, "OLD MILWAUKIE SUBSTATION" 3' 3' 3' ABANDONED LUM FOOTING 8' CHLK AC 3' 3' 7' CHLK 3' 3' GATE AC AC DWY AC AC ACAC AC3'3.5' WOOD, "RENTON LIBRARY"IVY IVY SHRUBSHRUB SHRUBSHRUBSHRUB3' METAL HANDRAILCONC.TRASHCAN4'BENCHBENCH5'4'EXPOSED 4" CONDUIT (TYP (5) IN THIS AREA)MAILBOXMAILBOX3'VALVE BOX; NO LID, UNKNOWN CONNECTION SDMH 29396RIM 28.61IE INACCESSIBLE, BOLTEDPPPT DUCTDUCT DUCT DUCT DUCT DUCT SHATTUCK AVE S51.5"51.5"51.5"66"66"51.5"66"51.5"CRPL #3 66" STLCRPL #3 51.5" STLCRPL#2 51.5" STLCRPL#1 66" STLCRPL#3 66" STLCRPL#2 51.5" STL CRPL#3 66" STL CRPL#3 66" STL CRPL #3 66" STL CRPL #3 66" STL CRPL #3 66" STL CRPL #3 66" STL CRPL #3 66" STLS 3RD STS 3RD ST SHATTUCK AVE SS 2ND STS 3RD ST S 3RD ST S 3RD ST ACTRASHCANSTOP.AHEADDO.NOT.ENTERCB 30025RIM 43.27IE 41.7 NE, 6" IRONCB 30166RIM 43.10IE 42.0 NE, 6" CONC FF=45.44NO.XING.USE.XWALK BARK 1.5' CONC WALLBENCH8' BUS SIGNDWYACACACACDWYDWYDWYACPACACAC6' CHLKGATE DWY BUS SHELTERTMILL AVE SOAK28""BARK CB 10610RIM 38.43IE 36.2 SE, 6" CONC CB 63514RIM 32.48IE 29.8 W, 6" CONCIE 29.8 E, 6" CONCIE 29.7 N, 6" CONCSDMH 68466RIM 31.46IE 22.9 N, 12" CONCIE 22.9 S, 12" CONCELEV 24.0 E-W, TOP OF12" ID CONC SS PIPESDMH 68720RIM 30.90IE 28.1 NE, 6" CONCIE 28.2 E, 6" CONCSSMH 68465RIM 31.73IE 21.6 SIE 21.6 SEIE 22.7 NW SDMH 68463RIM 31.70IE 27.2 NW-SE, @CL 12" CONC CHANNELSSMH 68464RIM 31.87IE 21.4 NWIE 21.4 NCB 68620RIM 30.98IE 29.6 W, 6" CONCCB 69162RIM 30.77IE 27.9 S, 12" METALSDMH 26849RIM 31.45IE 27.4 NW, 12" METALIE 22.1 N, S, 12" CONCIE 25.2 SW, 12" CONCIE 28.1 SE, 4" PVCSDMH 25290RIM 30.96IE 22.2 N, S, E, 12" CONCIE 27.6 SE, 8" CONCIE 22.8 E, W/THROUGH PIPE, 12" CONCIE 27.0 NW, 6" METALSDMH 25291RIM 30.88IE 25.4 NE, 12" METALIE 25.8 W, 12" CMPCB 30169 (162506)IE 37.0 S, 6" PVCIE 36.8 N, 8" PVCIE 36.5 E, 8" PVCSDMH 30535 (133310)RIM 40.11IE 35.4 N, 12" CONCIE 35.3 S, 12" CONCIE 33.4 N, 18" CMPELEV 37.3 @ TOP OF WATER PIPE, 8" IRONSDMH 30540 (133311)RIM 40.99IE 36.4 N, 12" CONCIE 36.4 S, 12" CONCIE 33.9 S, 18" CMPELEV 38.3 @ TOP OF WATER PIPE, 8" IRONSSMH 30541 (MH2145)RIM 41.17IE 33.6 N-E @ CL 8" CONC GPGPGPGPGPGPGPCB 30648 (500077)RIM 41.76IE 40.4 W, 4" CONCIE 40.2 E, 8" CONCSDMH 30875 (133309)RIM 39.45IE 36.2 W, 6" CONCIE 36.2 N, 6" CONCIE 34.8 E, 18" CONC WW GPCB 30968 (500078)RIM 39.69IE 38.9 N, 4" CONC EMPTY DWYACACACDWYDWY25' METAL & PLASTIC, W/POWER,"TOWING, METRO PCS, SUBWAY"RAISED PATIORAISED PATIO3' WOOD HANDRAIL (TYP)DWYDWY12' METAL (POST ONLY)UUUDWY ACCB 31049 (500079)RIM 35.56IE INACCESSIBLE,RIM TARRED IN PLACECB 31050 (500080)IE 31.9± N, INACCESSIBLEIE 31.9± E, INACCESSIBLESTCR FILLED W/SLUDGE W BUS.RT.LNBUS.RT.LNCB 31171 (NO ID)RIM 35.39IE INACCESSIBLE, FULL OF DIRTCB 31172 (133312)RIM 35.03IE 33.2 S, 4" CONCCB 31208 (300039)RIM 35.54IE INACCESSIBLE N,SE, FULL OF MUDELEV 33.5 @ TOP OF TEE, 12" CMP SDMH 31227 (134529)RIM 40.56IE 34.2 W, 18" CONCIE 34.2 E, 18" CONCDT16"DT16"DT16"SSMH 31431 (MH6345)IE 32.9 W-E @ CL 8" CONCRIM 41.87 DO.NOT.ENTER T RIM 34.27IE N/A, ABANDONEDCB 31548 (500053)DT16"CB 10077 (500066)IE 27.9 NW, 12" IRONIE 27.8 SE, 12" IRONCB 10078 (500065)IE 28.1 W, 12" IRONIE 28.0 SE, 12" IRONRT.TURN.ONLYDT12"DT12"CB 10229 (133313)IE 31.2 W, 8" CPPIE 30.8 S, 12" CPPCB 10230 (142243)IE 30.5 W, 8" PVCIE 30.5 SW, 8" PVCCB 10231 (133535)RIM 32.23IE 29.7 E, 6" PVCIE 29.6 N, 12" CPPIE 29.3 S, 12" CPPCB 10232 (500071)RIM 32.36IE 28.3 N, 12" CPPIE 28.3 W, 12" PVCCB 10233 (500070)RIM 31.50IE 29.7 W, 8" IRONIE 29.7 E, 8" IRON DT2"DT2"DT4"900.WEST DT4"CB 10259 (141290)RIM 34.15IE 28.0 E, 12" PVCIE 27.8 S, 8" PVCIE 27.8 SW, 12" PVCIE 27.7 N, 8" PVC DT4"DT10"CULV 10273IE 29.9, 8" PVC CB 10402 (500067)RIM 30.84IE 27.7 SE, 12" IRONIE 27.7 NW, 12" IRONCB 10403 (500068)RIM 30.84IE 27.4 E, 12" IRONIE 27.2 NW, 12" IRONMAP6"MAP6"SP SDMH 10530 (136581)RIM 30.40IE 26.9 NW, 6" CONCIE 26.8 SW, 6" CONCIE 18.5 W, 48" CPPIE 18.5 E, 48" CPPSSMH 10531 (MH6344)IE 24.9 W-E @ CL 12" IRONRIM 31.22TRASHCANCULV 10734IE 31.1, 8" PVC RIM 31.96IE 29.6 E, 12" IRONCB 10815 (500064)SSMH 10826 (MH2184)RIM 32.71IE 26.5 N-S @ CL 8" CLAY GPMAP10"GPGP GPGP PINE20"5'4'SPGPGPGPGP NO.RT.TURN MAP6"TRASHCANDT4"DT4"DT4"W W SDMH 20252 (134507)RIM 36.52IE 31.9 W, 18" CONCIE 31.8 E, 18" CONCDT4"LAVA ROCKRR-TIE RET WALLRR-TIE RET WALL LAVAROCKACDWY30' METAL & PLASTIC,W/POWER, "PIZZA HUT"5' METAL & PLASTIC, W/POWER,"CASCADE CREST"25' METAL & PLASTIC,W/POWER, "MIDAS"PDWY3' JUNIPERAC3'3'UMETAL BENCHPLAQUE - RUTHERFORD'SXXX BARREL 1930DECORATIVE METAL COLUMN (TYP)25' METAL & PLASTIC, W/POWER,"WALGREENS"METAL BENCHGATEWAY FEATURE10' METAL COLUMN3' CABLEDWYACIRON GATE ARMIRON GATE ARM 5' CHLK3' CABLEDWY 20' METAL & PLASTIC, W/POWER,"SAFEWAY" W/ GAS PRICES1.5'DWY ACAC2'7'7'6' WOOD3'3'3'3'DWYDWY AC AC AC AC2' METAL & PLASTIC, W/POWER,"DRIVE-THRU"SPEED BUMP SPEED BUMP2'1'DWY ACWOOD RET WALLUP8' STEEL (POST ONLY)RAINIER AVE SRAINIER AVE SGAS DT6"CULV 20442IE 37.8, 6" IRONRR-TIE RET WALLDECORATIVE METAL COLUMN (TYP)DECORATIVE METAL COLUMN (TYP)TPP40' METAL & PLASTICON IRON SUPPORTS,W/POWER, "WENDY'S"WCB 13614 (141051)RIM 33.73IE 26.8 N, 12" PVCIE 26.7 SW, 12" PVCSSMH 13637 (MH2183)RIM 32.18IE 25.5 N,W-E @ CL 12" CLAY CB 13672 (178163)IE 28.9 E, 6" CONCIE 28.5 S, 6" CONC RIM 30.64IE 26.6 E, 12" METALCB 13673 (178157)SDMH 13674 (178158)RIM 30.57IE 26.4 NW, 12" METALIE 18.3 SW, 48" HDPEIE 18.2 NE, 48" HDPE COCB 13694 (178167)IE 26.5 NE, 12" HDPEIE 26.5 S, 12" METALSDMH 13695 (178159)RIM 30.93IE 25.9 SW, 12" HDPEIE 21.6 SE, 12" METALIE 17.8 NE, 48" METALIE 17.8 NW, 48" METALGPGPGPDT4"TRASHCANYIELDSDMH #13892 (500181)RIM 30.14' RT.TURN SDMH #13897 (500041)RIM 29.78' SDMH #14041 (500177)RIM 30.05' SDMH #14042 (500178)RIM 30.27'BUS.ONLY.RIGHT.LANEDT4"SDMH #14062 (500182)RIM 30.76'YIELD.TO.U.TURN TRASHCANCB 14080 (500183)RIM 30.60IE 25.5 S, 12" CPPRIM 29.32IE 26.9 SW, 6" PVCCB 14084 (133538)TRASHCANCB 14138 (136074)RIM 33.07IE 30.4 W, 12" CONCIE 30.4 E, 8" IRONCB 14139 (136075)IE 30.9 W, 12" CONCIE 30.8 E, 12" CONCSDMH 14140 (136076)RIM 34.33IE 32.4 NW, 12" CONCIE 31.5 N, 12" PVCIE 31.3 W, 12" CONCIE 31.2 E, 12" CONCCB 14141 (136077)RIM 34.37IE 32.6 N, 12" CONCIE 32.6 SE, 12" CONC SSMH 14142 (MH2182)IE 28.8 E,W @ CL 12" (CONC W, CLAY E)RIM 34.52 SPD.25RIM 30.97IE 29.4 S, 8" CONCCB 18465 (113735)MAP4"CB 18474 (500069)IE 26.7 W, 12" METALIE 26.6 N, 12" METAL MAP4"TRASHCAN RIM 31.12IE 29.8 S, 8" CONCCB 18485 (113734)MAP4"ONE.WAY MAP2"DWY NO.PRKG MAP6"DWY TPPDT2"DT2"DT4"ONE.WAY DT4"TRASHCAN TRASHCANBUSSDMH 18144 (135877)RIM 31.36IE 26.2 N, 8" CONCIE 24.9 E, 8" CONCIE 24.6 W, 8" CONCSDMH 18172 (135878)RIM 31.06IE 24.8 N, 8" CONCIE 23.3 E, 8" CONCIE 23.1 NW, 12" METALSTOP/ONEWAY1'GPGPGP RIM 30.76IE 29.1 W, 8" PVCCB 18707 (141563)CB 18708 (NO ID)RIM 31.17IE 29.4 W, 6" PVCCB 18709 (NO ID)IE 28.8 E, 6" PVCIE 28.7 N, 6" PVCCB 18710 (141564)IE 28.7 E, 8" PVCIE 28.3 NW, 8" PVCWONE.WAYPOST.ONLY DT14"DT12"CO DT12"SAFEWAY.PRKGPINE14"SAFEWAY.PRKGPINE14"PINE18"DT12"SAFEWAY.PRKGDT10"RC.HAI.LS33125 19029 DT20"UDWY10' METAL SCULPTURE (TYP)METAL BENCH PDWY DWY METAL BENCH3' METAL HANDRAIL DWY WOOD PLTRU P3'3'3'3'3'3'3'3'3'2'2'3'DWY10' METAL & PLASTIC, W/POWER,"CAR CLUB INC"3' CABLEIRON GATE ARMIRON GATE ARM STOPDWY3' CABLE3' CABLE ACAC ACAC21' METAL & PLASTIC,W/POWER, "UBER"ACDWY METAL BENCH RAINIER AVE SS 3RD STSW SUNSET BLVD GROUND.ROD SIGNAL ENDS20' METAL & PLASTIC,W/POWER & LED, "SAFEWAY"GROUND.ROD22' BILLBOARD,W/POWERI-BEAM POSTI-BEAM POSTGAS SIG ENDS 20' METAL &PLASTIC, W/POWER,"TACO TIME"LOCATION OF ALL SPU/CEDARRIVER PIPES APPROXIMATEPPPPPTUUTTPUPUUUUP CB 920 (133250)RIM 33.45IE 31.2 W, 10" PVCIE 31.2 N, 10" PVCBUSSDMH 48000 (500082)RIM 30.23IE 27.7 SE, 6" CONCIE 24.7 NE, 6" PVCIE 24.7 NW, 6" PVCIE 22.1 SW, 12" CONCIE 17.4 W, 24" CPPIE 17.4 E, 24" CPPCB 48001 (133537)RIM 30.63IE 29.1 SE, 6" PVCRC.SMASHED SS SSCB 13615 (NO ID)IE 32.5 E, 8" CPPIE 31.5 NW, SIZE/TYPE UNKNOWN 4"CI W12"DI WCRPL#1 66" STL8"CI W8"CI W8"CI W 8"CI WCRPL#3 66" STLCRPL#1 66" STLCRPL#2 51.5" STL 12"DI W 12"DI W12"DI W8"CI W 12"DI W 12"DI W16"DI W 16"CI W16"CI WWATERWATERCRPL#3 66" STL12"DI W CRPL#3 66" STL16"DI W 24"DI W 4"W6"CI WCRPL#3 66" STLCRPL#3 66" STLCRPL#1 66" STLCRPL#2 51.5" STLCRPL#3 66" STL 12"DI W12"DI W12"DI W12"DI W12"DI W 12"DI W12"DI W12"DI W12"DI W12"DI W 12"DI W 12"DI W 12"DI W12"DI W12"DI W 12"DI W12"DI W6"DI W 12"DI W 12"DI W12"DI W8"DI W8" C900 SS 12" CIPP SS8" SDR 35 SS8" SDR 35 SS 8" SDR 35 SS8" C900 SS8" SDR 35 SS8" SDR 35 SS8" SDR 35 SS18" C905 SS 24" C905 SS 8" C900 SS8" SDR 35 SS24"C905 SS8" SDR 35 SS 8" C900 SS 12" CIPP SS 284 LF 12" CIPP SS8" SDR 35 SS 8" SDR 35 SS8" SDR 35 SS8" SDR 35 SS12" C900 SS12" C900 SS12" CIPP SS8" SIDE SEWER24" C905 SS 21" SDR 35 SS21" SDR 35 SS 21" SDR 35 SS 21" SDR 35 SS24" C905 SS 24" C905 SS 24" C905 SS 24" C905 SS8" SDR 35 SS8" SDR 35 SS8" SDR 35 SS8" SDR 35 SS24" C905 SS 8" SDR 35 SS8" SDR 35 SS24" C905 SS 24" C905 SS8" C900 SS24" C905 SS24" C905 SS 8" SDR 35 SS12" CIPP SS8" SDR 35 SSB0+00B1+00B2+00B3+00B3+2018" PP SD18" PP SD18" PP SD 18" PP SD18" PP SD 12" PP SD12" PP SD 12" PP SD12" PP SD12" PP SD 12" PP SD 24" PP SD36" PP SD12" PP SD15" PP SD12" PP SD 30" PP SD12" PP SD 18" PP SD18" PP SD12" PP SD18" PP SD18" PP SD24" PP SD24" PP SD24" PP SD12" C900 SD18" PP SD 12" PP SD24" PP SD36" PP SD36" PP SD12" PP SD 12" PP SD 12" PP SD 36" PP SD36" PP SD12" PP SD18" PP SD12" PP SD12" PP SD12" PP SD12" PP SD12" PP SD24" PP SD12" PP SD12" PP SD12" PP SD12" PP SD0 SCALE IN FEET 502550 100 LEGEND EXISTING SANITARY SEWER EXISTING STORM DRAIN EXISTING WATER EXISTING HIGH PRESSURE GAS PROPOSED SANITARY SEWER PROPOSED STORM DRAIN PROPOSED WATER PROPOSED MANHOLE PERMANENT HMA PATCH PER CITY STD DETAIL 110 CEMENT CONCRETE SIDEWALK PER CITY STD DETAIL 102 SAWCUT FULL DEPTH PAVEMENT REPLACEMENT 12"HPG 12"W 8"SS 12"SD 12"SD W 8"SS HIGH CULTURAL RESOURCE RISK EXCAVATIONS- NEW ALIGNMENT WITH DEPTH GREATER THAN 5-FT- REPLACED ALIGNMENT WITH GREATER THANEXISTING Appendix C Construction Storm Water Pollution Prevention Plan Construction Stormwater Pollution Prevention Plan (CSWPPP) for Renton Downtown Utility Improvements Project Prepared for: City of Renton Public Works Department Permittee / Owner Developer Operator / Contractor City of Renton City of Renton To Be Determined Downtown Utility Improvements Project Renton, WA Certified Erosion and Sediment Control Lead (CESCL) Name Organization Contact Phone Number To Be Determined To Be Determined To Be Determined SWPPP Prepared By Name Organization Contact Phone Number Maeve Harris Murraysmith, Inc. 206-464-7030 SWPPP Preparation Date May 2020 Project Construction Dates Activity / Phase Start Date End Date Construction Summer/Fall 2020 Spring 2022 List of Acronyms and Abbreviations Acronym / Abbreviation Explanation 303(d) Section of the Clean Water Act pertaining to Impaired Waterbodies BFO Bellingham Field Office of the Department of Ecology BMP(s) Best Management Practice(s) CESCL Certified Erosion and Sediment Control Lead CO2 Carbon Dioxide CRO Central Regional Office of the Department of Ecology CSWGP Construction Stormwater General Permit CWA Clean Water Act DMR Discharge Monitoring Report DO Dissolved Oxygen Ecology Washington State Department of Ecology EPA United States Environmental Protection Agency ERO Eastern Regional Office of the Department of Ecology ERTS Environmental Report Tracking System ESC Erosion and Sediment Control GULD General Use Level Designation NPDES National Pollutant Discharge Elimination System NTU Nephelometric Turbidity Units NWRO Northwest Regional Office of the Department of Ecology pH Power of Hydrogen RCW Revised Code of Washington SPCC Spill Prevention, Control, and Countermeasure su Standard Units SWMMEW Stormwater Management Manual for Eastern Washington SWMMWW Stormwater Management Manual for Western Washington SWPPP Stormwater Pollution Prevention Plan TESC Temporary Erosion and Sediment Control SWRO Southwest Regional Office of the Department of Ecology TMDL Total Maximum Daily Load VFO Vancouver Field Office of the Department of Ecology WAC Washington Administrative Code WSDOT Washington Department of Transportation WWHM Western Washington Hydrology Model Project Information (1.0) Project/Site Name: Renton Downtown Utility Improvement Project Street/Location: The project is in the City of Renton, WA, primarily on S 2nd Street and S 3rd Street, including several cross streets, as defined per the following and shown in the attached plans: • S 2nd St, between Rainier Ave S and the Cedar River • S 3rd St, between Hardie Ave SW and Burnett Ave S • Lake Ave S, between S 2nd St and S Tobin St • Shattuck Ave S, between S 2nd St and S 4th Pl • Whitworth Ave S, between S 2nd St and S 3rd St • Morris Ave S, between S 2nd St and S 3rd St • Smithers Ave S, between S 3rd St and S 4th St • Burnett Ave S, at the intersection of S 2nd St • Mill Ave S, between Bronson Way S and S 3rd St • Sanitary sewer easements that connect to sewer mains in S 2nd St and S 3rd St City: Renton State: WA Zip code: 98057 Subdivision: N/A Receiving waterbody: Cedar River and Black River Existing Conditions (1.1) Total acreage (including support activities such as off-site equipment staging yards, material storage areas, borrow areas). Total acreage: 6.5 acre Disturbed acreage: 6.5 acre Existing structures: None Landscape topography: Flat. Low slope urban area Drainage patterns: Five study area trunk lines outfall to the Cedar River to the northeast and two trunk lines discharge toward the Black River towards the south and west. Existing Vegetation: None, paved roadway Critical Areas (wetlands, streams, high erosion risk, steep or difficult to stabilize slopes): The intersection of Bronson Way S, Houser Way S and Mill Ave S is within a regulated shoreline critical area for the Cedar River. List of known impairments for 303(d) listed or Total Maximum Daily Load (TMDL) for the receiving waterbody: Table 1- Known Water Quality Impairments 303(d) Listed Water Quality Parameters Cedar River Black River Dissolved Oxygen Dissolved Oxygen pH Bioassessment Temperature Bacteria TMDLs have not been established for the Cedar or Black Rivers. Table 2 includes a list of suspected and/or known contaminants associated with the construction activity. The Parcels of Potential Environmental Concern and Analytical Results map found in Appendix G shows the locations of the sampling sites, as well as sites with documented environmental contamination. Table 2 – Summary of Site Pollutant Constituents Constituent (Pollutant) Location* Depth (ft BGS) Concentration (mg/kg) TPH-GRO MW-6 10 320 TPH-ORO/ Lube Oil KB 1 8-20 2600 TPH-GRO KB 10 11-15 1600 TPH-GRO KB 11 14-15 370 *See Appendix G for more detailed information on location and constituent Proposed Construction Activities (1.2) Description of site development (example: subdivision): The City of Renton plans to upgrade existing water, sewer, and stormwater utility systems as part of the Downtown Utility Improvement Project (DUIP). Replacement, rehabilitation, and/or upsizing the individual utilities is planned based on age, capacity needs, condition, and/or maintenance requirements. Work is within the downtown area of Renton and is confined to the City right-of-way or utility easements. Approximately 5,700 linear feet of storm drain pipe and 103 catch basin and manhole structures are proposed. Water pipe replacement will be approximately 3,500 linear feet. The sewer will be the largest portion of the work with approximately 7,500 linear feet of pipe and 37 new manholes proposed. Description of construction activities (example: site preparation, demolition, excavation): Existing asphalt pavement will be cut and removed. Utility trenches will be excavated and stabilized as needed with trench boxes, shoring, and dewatering equipment. Soils will be removed from the site and disposed of properly. Structural backfill will be imported and used to backfill the utility trenches. The asphalt pavement will be replaced with like material. Construction is expected to begin in 2020 and conclude in 2022. Description of site drainage including flow from and onto adjacent properties. Must be consistent with Site Map in Appendix A: Stormwater within the study area drains either to the Cedar River to the north or the Black River to the southwest. The study area is approximately 185 acres in size, of which approximately 69 acres (37%) lie within the Cedar River Basin and approximately 116 acres (63%) lie within the Black River Basin. Within the study area, seven drainage basins were identified and named according to their location: Logan, Williams, Wells, Main, Old City Hall, Lake and Shattuck. Five study area trunk lines outfall to the Cedar River to the northeast and two trunk lines discharge toward the Black River towards the south and west. Soils in the project area are anticipated to consist of variable quality fill, alluvium, and glacial till. Fill may consist of well compacted material free of organics (engineered fills) or poorly compacted materials containing organics, timbers, debris, and other unknown objects (undocumented fills). The anticipated thickness of the fill layer varies but may be on the order of 10 feet where present. Mapping at the 1:500,000 scale indicates that the project area is underlain by a variety of native soils ranging from alluvium to till-like glacial drifts. The alluvium materials, interbedded silty sands and sandy silts with organic silts and peat, likely range from 50 to 80 feet thick. Below this, soils are anticipated to transition onto glacial drift deposits, which consist of till-like dense sandy gravel and gravelly sand, with cobbles and boulders strewn within. The geology of some portions of the site are impacted by the former Black River, which dried up after construction of the Montlake Cut was completed in 1916. Much of the old river channel have been backfilled since. The western-most portion of the planned utilities in South 2nd and 3rd Streets traverse the former Black River channel. Groundwater is reported to range from as shallow as 4 feet below ground surface to as deep as 20 feet, with the average depth of about 12 feet. The depth to groundwater is expected to vary with seasonal changes in rainfall and surface runoff, impacts of local development, nearby leaking utilities, and the level of the Cedar River. Description of final stabilization (example: extent of revegetation, paving, landscaping): The City of Renton plans to upgrade existing utility systems including water, stormwater and sewer. This involves trenching existing pavement and asphalt. The water, stormwater and sewer routes are located within paved roadways which will be repaved. Where minor connections are made to existing pipes located outside of paved areas, restoration will match the current surfacing. Once construction is completed the street will be restored to existing, or better than existing, conditions. Revegetation and landscaping are not planned for this project but if construction disturbs vegetation around the road, it will be restored to preconstruction conditions, or better. Contaminated Site Information: Proposed activities regarding contaminated soils or groundwater (example: on-site treatment system, authorized sanitary sewer discharge): Table 1, above, shows the known pollutants on the project site. The geotechnical engineer, Kleinfelder, is currently developing an impacted materials management workplan for use during construction activities. The plan will be based on the contaminants discovered, their depth and approximate locations, and will provide methodology to identify and properly manage impacted soil and/or groundwater identified prior to or during construction. The workplan is being be developed in concert with City staff in order to understand and account for the anticipated construction methods, current City materials management protocols, materials staging options, etc. Construction Stormwater Best Management Practices (BMPs) (2.0) The SWPPP is a living document reflecting current conditions and changes throughout the life of the project. These changes may be informal (i.e. hand-written notes and deletions). Update the SWPPP when the CESCL has noted a deficiency in BMPs or deviation from original design. The 13 ESC Measures (2.1) Element 1: Clearing Limits (2.1.1) List and describe BMPs: D.2.1.1.1 Plastic or Metal Fence – Install fencing to (1) restrict clearing to approved limits; (2) prevent disturbance of critical areas, their buffers, and other areas required to be left undisturbed; (3) limit construction traffic to designated construction entrances or roads; and (4) protect areas where marking with survey tape may not provide adequate protection. D.3.4.1: Mark Clearing Limits/Minimize Clearing-- Preserving Natural Vegetation can be done by preserving trees, shrubs, grasses, and other vegetation adjacent to the existing roadway. The natural vegetation will be marked and avoided. The Project occurs in an existing roadway and sidewalk, and will disturb very little vegetation. Installation Schedules: Prior to soil disturbance Inspection and Maintenance plan: Inspect and maintain weekly, or if damage or impaired visibility occurs. Responsible Staff: TBD Element 2: Cover Measures (2.1.2) List and describe BMPs: The construction area is already paved and will be used for construction access. Vehicles will be restricted to the existing paved surface. Paved surfaces will be swept regularly. Installation Schedules: N/A Inspection and Maintenance plan: Roadway will be swept regularly as needed to keep clean. Responsible Staff: TBD Element 3: Perimeter Protection (2.1.3) List and describe BMPs: D.2.1.3.1 Silt Fence – Install silt fence to reduce the transport of coarse sediment from the site D.2.1.3.4 Triangular Silt Dike – Install silt dike for to reduce the transport of coarse sediment from the site Installation Schedules: Prior to disturbance Inspection and Maintenance plan: Inspect and maintain weekly, or if damage occurs. Responsible Staff: TBD Element 4: Traffic Area Stabilization (2.1.4) List and describe BMPs: D.2.1.4.2 Construction Road/Parking Area Stabilization – Stabilize roadways immediately after utility installation with crushed rock, gravel base, or CSBC to reduce erosion of soils Installation Schedules: Immediately after utility installation Inspection and Maintenance plan: Inspect and maintain weekly Responsible Staff: TBD Element 5: Sediment Retention (2.1.5) List and describe BMPs: D.2.1.5.3: Storm Drain Inlet Protection – Storm drain inlets are protected to prevent coarse sediment from entering storm drainage systems. Filter fabric protection and catch basin inserts will be used as necessary to prevent coarse sediment from entering the storm drain system. Installation Schedules: Prior to construction Inspection and Maintenance plan: Inspect and maintain weekly, except during storm event, when they will be inspected daily. Remove accumulated sediment. Responsible Staff: TBD Element 6: Surface Water Collection (2.1.6) List and describe BMPs: The disturbed area will be small enough to be treated solely with perimeter protection, therefore surface water collection measures are not required. Installation Schedules: N/A Inspection and Maintenance plan: N/A Responsible Staff: N/A Element 7: Dewatering Control (2.1.7) List and describe BMPs: Dewatering water will be discharged to sanitary sewer with approval from King County and the City of Renton. A sedimentation bag or tank may be used to reduce sediment discharge. Installation Schedules: Prior to construction Inspection and Maintenance plan: Inspect and maintain weekly, except during storm event, when they will be inspected daily Responsible Staff: TBD Element 8: Dust Controls (2.1.8) List and describe BMPs: Generally, soils will not be exposed on site for long durations, which will limit drying and dust. When required, water will be used for dust control. Exposed, dry soils will be sprayed until wet but not to the point that any runoff is generated. Soils will be resprayed as needed as they dry out. Installation Schedules: As conditions require Responsible Staff: TBD Element 9: Flow Control (2.1.9) List and describe BMPs: Surface water from disturbed areas will be discharged to sanitary sewer to prevent an increase in the peak discharge from the site during construction. Element 10: Control Pollutants (2.2) List and describe BMPs: D.2.2.1 Concrete Handling -- Prevent concrete slurry and process water from entering surface water. D.2.2.2 Concrete Washout Area -- Use only approved washout facility and follow appropriate washout procedures. D.2.2.3 Saw Cutting and Surface Pollution Prevention – This process prevents slurry from entering surface water. This includes disposing of slurry properly. Vacuum slurry and cuttings during cutting and surfacing operations. D.2.2.4 Material Delivery, Storage and Containment – Store materials in safe areas with secondary containment, with appropriate covers. Supply a spill kit and MSDS sheets on site. Installation Schedules: Prior to pollutant generating activities Inspection and Maintenance plan: Inspect and maintain weekly Responsible Staff: TBD Element 11: Protect Existing and Proposed Stormwater Facilities and On-Site BMPs (2.1.10) List and describe BMPs: Erosion and sediment control BMPs will be installed and maintained to protect stormwater facilities. Any sediment accumulation during construction will be removed to ensure full functionality of all stormwater facilities. Installation Schedules: Prior to disturbance Inspection and Maintenance plan: Inspect and maintain weekly Responsible Staff: TBD Element 12: Maintain Protective BMPs (2.1.11) D.2.2.10 Maintain Protective BMPs - All temporary and permanent Erosion and Sediment Control (ESC) BMPs shall be maintained and repaired as needed to ensure continued performance of their intended function. Maintenance and repair shall be conducted in accordance with each particular BMP specification (see City of Renton Surface Water Design Manual). Visual monitoring of all BMPs installed at the site will be conducted at least once every calendar week and within 24 hours of any stormwater or non-stormwater discharge from the site. If the site becomes inactive and is temporarily stabilized, the inspection frequency may be reduced to once every calendar month. All temporary ESC BMPs shall be removed within 30 days after final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped sediment shall be stabilized on-site or removed. Disturbed soil resulting from removal of either BMPs or vegetation shall be permanently stabilized. Additionally, protection must be provided for all BMPs installed for the permanent control of stormwater from sediment and compaction. BMPs that are to remain in place following completion of construction shall be examined and restored to full operating condition. If sediment enters these BMPs during construction, the sediment shall be removed and the facility shall be returned to conditions specified in the construction documents. Element 13: Manage the Project (2.1.12) D2.2.11 Manage the Project - The project will be managed based on the following principles: • Projects will be phased to the maximum extent practical and seasonal work limitations will be taken into account. • Inspection and monitoring: o Inspection, maintenance and repair of all BMPs will occur as needed to ensure performance of their intended function. • Maintain an updated SWPPP. o The SWPPP will be updated, maintained, and implemented in accordance with Special Conditions S3, S4, and S9 of the CSWGP. • Certified Erosion and Sediment Control Lead (CESCL) shall have the skills and experience to conduct site inspections and correct any identified problems. As site work progresses the SWPPP will be modified routinely to reflect changing site conditions. The SWPPP will be reviewed monthly to ensure the content is current. Stormwater Pollution Prevention and Spill Control (SWPPS) measures will be applied/installed, and maintained to prevent, reduce, and eliminate the discharge of pollutants to on site or adjacent storm drain system or onto adjacent properties. SWPPS will address all phase of construction such as clearing, grading, and installation of storm drain, sewer, and water pipes, catch basin/MH structures, and water valves. During project construction, SWPPS may be revised as necessary as directed by City staff to address changing site conditions or construction activities. A use of gasoline for refilling excavators and other heavy equipment is anticipated for this project. A gasoline container on site will have a tide lip and be kept with a secondary containment. Spill cleanup and response materials will be kept on site at all time. In the event of a spill, cleaning up the site will be immediately performed. The spill materials after the use will be disposed in accordance with applicable regulations. Asphalt concrete saw cutting, slurry, and waste materials removed from the project site (debris and earthwork) will be disposed of in accordance with applicable regulations. The construction sequence is expected as follows; A. Conduct pre-construction meeting B. Flag or fence clearing limit with high visibility fencing C. Install catch basin inlet protection, silt fence and other appropriate BMPs D. Remove existing concrete sidewalk, curb, gutters and open cut trenching E. Install storm drain pipes, sewer pipes, water pipes, catch basins, MHs and water valves F. Repair existing concrete sidewalk, curb, and gutters G. Repair existing pavement, grinding and overlay H. Maintain erosion and sediment control measure or install new measures if site conditions change I. Cover all area that will not be worked more than 7 days during the dry seasons (May1 to September 30) or for more than two consecutive working day during the wet season (October 1 to April 30) Pollution Prevention Team (3.0) Table 7 – Team Information Title Name(s) Phone Number Certified Erosion and Sediment Control Lead (CESCL) To Be Determined To Be Determined Resident Engineer To Be Determined To Be Determined Emergency Ecology Contact Ecology high turbidity hotline 425-649-7000 Emergency Permittee/ Owner Contact To Be Determined To Be Determined Non-Emergency Owner Contact To Be Determined To Be Determined Monitoring Personnel To Be Determined To Be Determined Ecology Regional Office Rachel McCrea Water Quality Manager Northwest Region 425-649-7000 Monitoring and Sampling Requirements (4.0) Monitoring includes visual inspection, sampling for water quality parameters of concern, and documentation of the inspection and sampling findings in a site log book. A site log book will be maintained for all on-site construction activities and will include: • A record of the implementation of the SWPPP and other permit requirements • Site inspections • Stormwater sampling data File a blank form under Appendix D. The site log book must be maintained on-site within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. Numeric effluent limits may be required for certain discharges to 303(d) listed waterbodies. See CSWGP Special Condition S8 and Section 5 of this template. Complete the following paragraph for sites that discharge to impaired waterbodies for fine sediment, turbidity, phosphorus, or pH: The receiving waterbody, Cedar River, is impaired for: None. All stormwater and dewatering discharges from the site are subject to an effluent limit of 8.5 su for pH and/or 25 NTU for turbidity. Site Inspection (4.1) Site inspections will be conducted at least once every calendar week and within 24 hours following any discharge from the site. For sites that are temporarily stabilized and inactive, the required frequency is reduced to once per calendar month. The discharge point(s) are indicated on the Site Map (see Appendix A) and in accordance with the applicable requirements of the CSWGP. Stormwater Quality Sampling (4.2) Turbidity Sampling (4.2.1) Requirements include calibrated turbidity meter or transparency tube to sample site discharges for compliance with the CSWGP. Sampling will be conducted at all discharge points at least once per calendar week. Method for sampling turbidity: Table 8 – Turbidity Sampling Method X Turbidity Meter/Turbidimeter (required for disturbances 5 acres or greater in size) X Transparency Tube (option for disturbances less than 1 acre and up to 5 acres in size) The benchmark for turbidity value is 25 nephelometric turbidity units (NTU) and a transparency less than 33 centimeters. If the discharge’s turbidity is 26 to 249 NTU or the transparency is less than 33 cm but equal to or greater than 6 cm, the following steps will be conducted: 1. Review the SWPPP for compliance with Special Condition S9. Make appropriate revisions within 7 days of the date the discharge exceeded the benchmark. 2. Immediately begin the process to fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible. Address the problems within 10 days of the date the discharge exceeded the benchmark. If installation of necessary treatment BMPs is not feasible within 10 days, Ecology may approve additional time when the Permittee requests an extension within the initial 10-day response period. 3. Document BMP implementation and maintenance in the site log book. If a turbidity test of surface or storm water entering onsite wetlands, streams, or lakes indicates a turbidity level greater than 5 NTU above background when the background turbidity is 50 NTU or less, or 10% above background when the background turbidity is greater than 50 NTU, then corrective actions and/or additional measures beyond those specified in SWDM Section 1.2.5.1 shall be implemented as deemed necessary by the CED inspector or onsite CSWPP supervisor. If the turbidity exceeds 250 NTU or the transparency is 6 cm or less at any time, the following steps will be conducted: 1. Notify the City by telephone 2. Telephone or submit an electronic report to the applicable Ecology Region’s Environmental Report Tracking System (ERTS) within 24 hours. https://www.ecology.wa.gov/About-us/Get-involved/Report-an-environmental-issue • Central Region (Benton, Chelan, Douglas, Kittitas, Klickitat, Okanogan, Yakima): (509) 575-2490 • Eastern Region (Adams, Asotin, Columbia, Ferry, Franklin, Garfield, Grant, Lincoln, Pend Oreille, Spokane, Stevens, Walla Walla, Whitman): (509) 329-3400 • Northwest Region (King, Kitsap, Island, San Juan, Skagit, Snohomish, Whatcom): (425) 649-7000 • Southwest Region (Clallam, Clark, Cowlitz, Grays Harbor, Jefferson, Lewis, Mason, Pacific, Pierce, Skamania, Thurston, Wahkiakum,): (360) 407-6300 3. Immediately begin the process to fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible. Address the problems within 10 days of the date the discharge exceeded the benchmark. If installation of necessary treatment BMPs is not feasible within 10 days, Ecology may approve additional time when the Permittee requests an extension within the initial 10-day response period 4. Review the SWPPP for compliance with Special Condition S9. Make appropriate revisions within 7 days of the date the discharge exceeded the benchmark. 5. Document BMP implementation and maintenance in the site log book. 6. Continue to sample discharges daily until one of the following is true: • Turbidity is 25 NTU (or lower). • Transparency is 33 cm (or greater). • Compliance with the water quality limit for turbidity is achieved. o 1 - 5 NTU over background turbidity, if background is less than 50 NTU o 1% - 10% over background turbidity, if background is 50 NTU or greater • The discharge stops or is eliminated. pH Sampling (4.2.2) pH monitoring is required for “Significant concrete work” (i.e. greater than 1000 cubic yards poured concrete or recycled concrete over the life of the project).The use of engineered soils (soil amendments including but not limited to Portland cement-treated base [CTB], cement kiln dust [CKD] or fly ash) also requires pH monitoring. For significant concrete work, pH sampling will start the first day concrete is poured and continue until it is cured, typically three (3) weeks after the last pour. For engineered soils and recycled concrete, pH sampling begins when engineered soils or recycled concrete are first exposed to precipitation and continues until the area is fully stabilized. If the measured pH is 8.5 or greater, the following measures will be taken: 1. Prevent high pH water from entering storm sewer systems or surface water. 2. Adjust or neutralize the high pH water to the range of 6.5 to 8.5 su using appropriate technology such as carbon dioxide (CO2) sparging (liquid or dry ice). 3. Written approval will be obtained from Ecology prior to the use of chemical treatment other than CO2 sparging or dry ice. Method for sampling pH: Table 8 – pH Sampling Method x pH meter x pH test kit x Wide range pH indicator paper Discharges to 303(d) or Total Maximum Daily Load (TMD L) Waterbodies (5.0) 303(d) Listed Waterbodies (5.1) Is the receiving water 303(d) (Category 5) listed for turbidity, fine sediment, phosphorus, or pH? Yes No List the impairment(s): N/A The receiving waterbody, Cedar River , is impaired for: None . All stormwater and dewatering discharges from the site are subject to an effluent limit of 8.5 su for pH and/or 25 NTU for turbidity. List and describe BMPs: N/A TMDL Waterbodies (5.2) Waste Load Allocation for CWSGP discharges: N/A List and describe BMPs: N/A Discharges to TMDL receiving waterbodies will meet in-stream water quality criteria at the point of discharge. The Construction Stormwater General Permit Proposed New Discharge to an Impaired Water Body form is included in Appendix F. Reporting and Record Keeping (6.0) Record Keeping (6.1) This section does not need to be filled out. It is a list of reminders for the permittee. Site Log Book (6.1.1) A site log book will be maintained for all on-site construction activities and will include: • A record of the implementation of the SWPPP and other permit requirements • Site inspections • Sample logs Records Retention (6.1.2) Records will be retained during the life of the project and for a minimum of three (3) years following the termination of permit coverage in accordance with Special Condition S5.C of the CSWGP. Permit documentation to be retained on-site: • CSWGP • Permit Coverage Letter • SWPPP • Site Log Book Permit documentation will be provided within 14 days of receipt of a written request from Ecology. A copy of the SWPPP or access to the SWPPP will be provided to the public when requested in writing in accordance with Special Condition S5.G.2.b of the CSWGP. Updating the SWPPP (6.1.3) The SWPPP will be modified if: • Found ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. • There is a change in design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the State. The SWPPP will be modified within seven (7) days if inspection(s) or investigation(s) determine additional or modified BMPs are necessary for compliance. An updated timeline for BMP implementation will be prepared. Reporting (6.2) Discharge Monitoring Reports (6.2.1) Cumulative soil disturbance is one (1) acre or larger; therefore, Discharge Monitoring Reports (DMRs) will be submitted to Ecology monthly. If there was no discharge during a given monitoring period the DMR will be submitted as required, reporting “No Discharge”. The DMR due date is fifteen (15) days following the end of each calendar month. DMRs will be reported online through Ecology’s WQWebDMR System. Notification of Noncompliance (6.2.2) If any of the terms and conditions of the permit is not met, and the resulting noncompliance may cause a threat to human health or the environment, the following actions will be taken: 1. Ecology will be notified within 24-hours of the failure to comply by calling the applicable Regional office ERTS phone number (Regional office numbers listed below). 2. Immediate action will be taken to prevent the discharge/pollution or otherwise stop or correct the noncompliance. If applicable, sampling and analysis of any noncompliance will be repeated immediately and the results submitted to Ecology within five (5) days of becoming aware of the violation. 3. A detailed written report describing the noncompliance will be submitted to Ecology within five (5) days, unless requested earlier by Ecology. Anytime turbidity sampling indicates turbidity is 250 NTUs or greater, or water transparency is 6 cm or less, the Ecology Regional office will be notified by phone within 24 hours of analysis as required by Special Condition S5.A of the CSWGP. • Central Region at (509) 575-2490 for Benton, Chelan, Douglas, Kittitas, Klickitat, Okanogan, or Yakima County • Eastern Region at (509) 329-3400 for Adams, Asotin, Columbia, Ferry, Franklin, Garfield, Grant, Lincoln, Pend Oreille, Spokane, Stevens, Walla Walla, or Whitman County • Northwest Region at (425) 649-7000 for Island, King, Kitsap, San Juan, Skagit, Snohomish, or Whatcom County • Southwest Region at (360) 407-6300 for Clallam, Clark, Cowlitz, Grays Harbor, Jefferson, Lewis, Mason, Pacific, Pierce, Skamania, Thurston, or Wahkiakum Include the following information: 1. Your name and / Phone number 2. Permit number 3. City / County of project 4. Sample results 5. Date / Time of call 6. Date / Time of sample 7. Project name In accordance with Special Condition S4.D.5.b of the CSWGP, the Ecology Regional office will be notified if chemical treatment other than CO2 sparging is planned for adjustment of high pH water. Appendix/Glossary A. Site Map See plans attached B. BMP Detail See attached C. Correspondence N/A D. Site Inspection Form See attached E. Construction Stormwater General Permit (CSWGP) Download CSWGP: https://www.ecology.wa.gov/Regulations-Permits/Permits- certifications/Stormwater-general-permits/Construction-stormwater-permit F. 303(d) List Waterbodies / TMDL Waterbodies Information N/A G. Contaminated Site Information See attached H. Engineering Calculations N/A APPENDIX A: Site Map H:\EVT_Projects\18\2251 - Renton DUIP Phase 2\CAD\GIS\18-2251-WA-PROJECT LIMITS.mxd 10/18/2019 1:08:48 PM kent.harjalaC i t y o f R e n t o n D U I PWater, S e w e r , a n dStormwater I m p r o v e m e n t s Pr ojectImprovemen ts© EXISTING UTILITY SYSTEMS & BASE DATA: CITY OF RENTON 2017, UNLESS OTHERWISE NOTED. KING COUNTY INTERCEPTOR DATA: KING COUNTY 2017. DATA SOURCE SUPPLIED MAY NOT REFLECT CURRENT OR ACTUAL CONDITIONS. THIS MAP IS A GEOGRAPHIC REPRESENTATION BASED ON INFORMATION AVAILABLE. IT DOES NOT REPRESENT SURVEY DATA.NO WARRANTY IS MADE CONCERNING THE ACCURACY, CURRENCY, OR COMPLETENESS OF DATA DEPICTED ON THIS MAP. 0 300150 Scale in Feet???????????????????????????????"" 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The Construction Stormwater Pollution Prevention (CSWPP) Plan is comprised of the Erosion and Sediment Control (ESC) Plan to address erosion and sediment control requirements, and the Stormwater Pollution Prevention and Spill Control (SWPPS) Plan to aid effective management of onsite activities and materials. EROSION AND SEDIMENT CONTROL (ESC) The purpose of ESC is to prevent to the maximum extent practicable,1 the transport of sediment to streams, wetlands, lakes, drainage systems, and adjacent properties during and following construction of a proposed project or other land disturbing activity.2 In many circumstances it is difficult to completely prevent the transport of sediment to these features, either because of the difficulty in removing silt and clay-sized particles from runoff or because of large, infrequent storms that overwhelm the ESC facilities. It is the responsibility of those involved in the design and construction of any project to utilize a variety of strategies to minimize erosion and the transport of sediment to the maximum extent practicable. These strategies shall include overall project planning that reduces the risk of erosion through appropriate design and scheduling (see Section D.1) and traditional structural and cover measures, such as those described in Section D.2.1. Erosion and sediment control is necessary because erosion rates associated with uncontrolled construction sites are much higher than normal rates—often a thousand or more times that of undeveloped land. The erosion rates increase during construction due to the removal of soil cover, alteration of soil characteristics, and changes in site topography. These vastly accelerated erosion rates, together with the higher rates typical of urbanized areas, result in excessive deposition of sediment in water resources and drainage facilities. This excessive erosion and consequent sediment deposition can result in devastating 1 Maximum extent practicable means the use of best management practices that are available and capable of being designed, constructed and implemented in a reliable and effective manner including, but not limited to, consideration of site conditions and cost. 2 Land disturbing activity means any activity that results in a change in the existing soil cover (both vegetative and non- vegetative and/or the existing soil topography. Land disturbing activities include, but are not limited to demolition, construction, clearing, grading, filling, excavation, and compaction. Land disturbing activity does not include tilling conducted as part of agricultural practices, landscape maintenance, or gardening. APPENDIX D CONSTRUCTION STORMWATER POLLUTION PREVENTION STANDARDS 12/12/2016 2017 City of Renton Surface Water Design Manual D-2 impacts to surface waters such as smothering of salmonid spawning beds, algal blooms in lakes, and flooding due to obstruction of drainage ways. Applying erosion and sediment controls to construction sites can greatly reduce the delivery of sediment to surface waters. The chart on the next page shows how controls can significantly reduce the concentration of sediment leaving the project site.3 Even with good controls, the concentration of sediment leaving the site will still be significantly higher than either undeveloped or developed conditions and this may result in significant adverse impacts; however, the likelihood of such impacts are dramatically less than if no controls are used. STORMWATER POLLUTION PREVENTION AND SPILL CONTROL (SWPPS) The purpose of stormwater pollution prevention and spill control is to prevent, reduce, or eliminate the discharge of pollutants to onsite or adjacent stormwater systems or watercourses from construction-related activities such as materials delivery and storage, onsite equipment fueling and maintenance, demolition of existing buildings and disposition of demolition materials and other waste, and concrete handling, washout and disposal. Construction activities usually necessitate the onsite storage of earth-moving vehicles and provision for parking for contractors and employees. Parking and typical fueling and maintenance can result in fuel spills and dripping vehicular fluids. Construction practices often involve the use and storage of materials such as soil treatments, flocculant chemicals, toxic solvents and building materials, and caustic concrete materials that could cause negative impacts if allowed to leak, drip or otherwise escape into surface and ground waters or become airborne. Concrete delivery, preparation, handling and disposal occur on most construction sites. The resultant high pH concrete wastewater from placement and washout operations can be toxic to aquatic resources and groundwater if left uncaptured or untreated or improperly disposed, It is the responsibility of those involved in the design and construction of any project to utilize a variety of strategies to prevent pollutants from entering stormwater runoff. These strategies shall include overall project planning that reduces the risk of pollution through appropriate site management and project scheduling (see Section D.1.1) and structural, cover, containment and handling measures, such as those described in Section D.2.2. Compliance with Surface Water Quality Requirements RMC 4-6-030 The City of Renton Surface Water Design Manual (SWDM), (including this Appendix D, Construction Stormwater Pollution Prevention Standards) and the King County Stormwater Pollution Prevention Manual (SPPM) collectively address the surface water quality requirements of the City of Renton Municipal Code (RMC) 4-6-030. While the SWDM addresses impacts from construction, the SPPM spans construction and post-construction time frames. For full compliance with RMC 4-6-030, the applicant must address the requirements of the SPPM, which may include permanent structural elements requiring separate permit review. Organization of Appendix D Appendix D is organized as follows: • Section D.1, “Principles of Construction Stormwater Pollution Prevention (CSWPP)” • Section D.2, “General CSWPP Requirements” • Section D.3, “Small Site CSWPP” • Section D.4, “Reference Section” 3 Project site means that portion of a site and any offsite areas subject to proposed project activities, alterations, and improvements. Site means a single parcel, or two or more contiguous parcels that are under common ownership or documented legal control, used as a single parcel for purposes of applying for authority from the City of Renton to carry out a development/project proposal. For projects located primarily within dedicated rights-of-way, site includes the entire width of right-of-way within the total length of right-of-way subject to improvements proposed by the project. APPENDIX D CONSTRUCTION STORMWATER POLLUTION PREVENTION STANDARDS 2017 City of Renton Surface Water Design Manual 12/12/2016 D-3 MEDIAN STORM SEDIMENT CONCENTRATIONS (METROPOLITAN WASHINGTON COUNCIL OF GOVERNMENTS, 1990) 0 500 1000 1500 2000 2500 3000 3500 4000 4500 UNCONTROLLED EROSION SEDIMENT URBANIZED NATURAL CONSTRUCTION SITE CONDITIONSEDIMENT CONCENTRATION (mg/l)UNCONTROLLED - NO EROSION OR SEDIMENT CONTROL EROSION - EROSION CONTROL ONLY SEDIMENT - SEDIMENT AND EROSION CONTROL URBANIZED - POST CONSTRUCTION (NURP, 1987) NATURAL - PREDEVELOPMENT 4,145 680 283 50 25 APPENDIX D CONSTRUCTION STORMWATER POLLUTION PREVENTION STANDARDS 12/12/2016 2017 City of Renton Surface Water Design Manual D-4 (This page intentionally left blank) CITY OF RENTON SURFACE WATER DESIGN MANUAL 2017 City of Renton Surface Water Design Manual 12/12/2016 D-5 D.1 PRINCIPLES OF CONSTRUCTION STORMWATER POLLUTION PREVENTION (CSWPP) D.1.1 EROSION AND SEDIMENT CONTROL PRINCIPLES This section provides basic information on the principles of erosion and sediment control that shall be applied to all projects in the City of Renton. This section is intended to highlight certain principles that are particularly critical to achieving effective control and that are the basis for the erosion and sediment control requirements of the SWDM’s Core Requirement #5: Construction Stormwater Pollution Prevention. Projects that are consistent with these principles will generally meet the intent of the ESC aspects of Core Requirement #5 and this appendix, even if the details of the project are not entirely consistent with City standards. If a more complete treatment of ESC is needed, there are a number of useful references available (for example, Erosion and Sediment Control Handbook, Goldman et al., 1986). Additionally, information on permanent erosion control in natural channels is available in the Guidelines for Bank Stabilization Projects (King County, 1993). • Design the project to fit the natural topography, soils, and drainage patterns. Through such practices as limiting disturbance of steeper slopes, avoiding disturbance of natural drainage ways, or using soils with a high infiltration rate to treat polluted runoff, the characteristics of the site can be used to minimize erosion and sediment transport. • Emphasize erosion control rather than sediment control. Erosion control minimizes the entrainment of sediment by runoff or in the air due to wind, while sediment control removes entrained sediment from runoff. Erosion control is more efficient and cost-effective because it is nearly impossible to entirely remove sediment from runoff once it is entrained. Examples of erosion control include covering disturbed soils and controlling surface runoff using measures such as dikes and lined ditches. One illustration of the relative effectiveness of erosion control is straw mulch, which can reduce sediment concentrations in runoff over 90%. Since it is nearly impossible to entirely prevent erosion, it will also be necessary to incorporate sediment control facilities such as sedimentation ponds and silt fences. Sediment controls vary in their effectiveness, but typically reduce sediment concentrations 50 to 75%. However, sediment controls have little effect on the very fine sediment that causes turbidity, whereas cover measures, such as straw mulch, can be highly effective in reducing turbidity. • Minimize the extent and duration of area exposed. Restricting clearing to only those areas necessary for construction is probably the single most effective form of erosion control. Additionally, exposing areas only as long as necessary reduces the risk of erosion substantially. This can be accomplished by planning the project so that areas are disturbed only when construction is imminent, and by mulching or seeding disturbed areas as soon as grading is completed. • Keep runoff velocities low. While erosion of exposed soil begins with a single raindrop or the wind, the largest volumes of eroded materials are typically associated with concentrated runoff forming rills and gullies. One of the best ways to minimize erosion, therefore, is to reduce the possibility of concentrated runoff by intercepting runoff and conveying it in a non-erosive manner to a sediment pond or trap. This can include the use of dikes, swales, and benches to intercept runoff on slopes and ditches or drains to convey the intercepted runoff. • Retain sediment on site. Sediment retention is less effective than erosion control measures, such as cover, but it is nevertheless a vital part of most projects because it is impossible to completely prevent erosion and the entrainment of sediment by runoff. Sediment can be retained by allowing it to settle out in ponds and traps or by filtering runoff from small areas through vegetation or use of a silt fence. Note that settling and filtration typically only remove sand-sized and coarse silt particles. Fine silts and clays cannot be removed in these ways unless the runoff is released to vegetated areas, or unless chemical treatment (e.g., with alum or chitosan introduction) or electroflocculation are used. SECTION D.1 PRINCIPLES OF CONSTRUCTION STORMWATER POLLUTION PREVENTION (CSWPP) 12/12/2016 2017 City of Renton Surface Water Design Manual D-6 • Protect all existing and proposed Low Impact Development (LID) on-site BMPs from sedimentation and compaction during construction. On-site BMPs rely on infiltration into the native soils onsite. Sedimentation can clog and compaction can reduce the void space in the soil, lessening the soil’s ability to infiltrate. Effective ESC measures can protect existing stormwater facilities and on-site BMPs from sedimentation and intrusion by construction activities, while assuring the areas planned for new BMPs/facilities retain their infiltrative capacity • Thoroughly monitor the site and maintain all ESC measures. Maintenance and vigilance are the most vital components of effective ESC management. All measures require regular maintenance, monitoring and inspection. The overall site also needs to be constantly examined to ensure that all areas are protected, that the measures are working together to provide maximum protection, and that all areas are mulched and/or vegetated as soon as possible. • Schedule major earthwork during the dry season. The climate in the Puget Sound region is unique in that there are generally well-defined wet and dry seasons (see Figure D.1.1.A) and the wet season 4 is characterized by a large number of low-intensity, but frequent and long-lasting, storms. As a result, construction in the dry season 5 is a very effective form of erosion control. If construction does occur in the wet season, the need for regular maintenance is even more imperative. FIGURE D.1.1.A YEARLY RAINFALL PATTERN 4 Wet season means October 1 to April 30. 5 Dry season means May 1 to September 30. D.1.2 STORMWATER POLLUTION PREVENTION AND SPILL CONTROL PRINCIPLES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-7 D.1.2 STORMWATER POLLUTION PREVENTION AND SPILL CONTROL PRINCIPLES This section provides basic information on the principles of stormwater pollution prevention and control that shall be applied to all projects in the City of Renton. This section is intended to highlight certain principles that commonly apply to construction sites and are particularly critical to achieving effective control. These principles are the basis for the stormwater pollution prevention and spill control requirements of the SWDM’s Core Requirement #5: Construction Stormwater Pollution Prevention. Projects that are consistent with these principles will generally meet the intent of the SWPPS aspects of Core Requirement #5 and this appendix, even if the details of the project are not entirely consistent with City standards. Additional information and BMP options other than those listed below can be found in the King County Stormwater Pollution Prevention Manual (SPPM). • Follow effective pollutant handling and disposal procedures. Conduct handling and disposal of all pollutants that occur onsite, including waste materials, in a manner that does not cause contamination of stormwater. Ensure employees are following handling and waste protocols. • Provide cover and containment for materials, fuel and other pollutants. Cover, contain and protect from vandalism all chemicals, liquid products, petroleum products, and non-inert wastes present on the site (see Chapter 173-304 WAC for the definition of inert waste). Provide secondary containment for onsite fueling tanks and as required for other materials. • Manage the project site to maximize pollutant control and minimize pollutant sources. Limit onsite parking for construction equipment and contractor vehicles to a designated and controllable area. Provide drip pans for fueling operations and disallow onsite parking for leaky vehicles. Schedule construction and maintenance operations to avoid exposing pollutant sources to inclement weather. Anticipate and prepare traffic routes through the site and limit traffic to those locations. • Protect from spills and drips of petroleum products and other pollutants. Limit maintenance and repair of heavy equipment and vehicles to minor maintenance and fueling as much as possible. If conducting maintenance or repair involving oil changes, hydraulic system drain down, solvent and de- greasing cleaning operations, fuel tank drain down and removal, and other activities that may result in discharge or spillage of pollutants to the ground or into stormwater runoff, provide spill prevention measures, such as drip pans and temporary plastic sheet placed beneath the vehicle. Clean contaminated surfaces immediately following any discharge or spill incident. • Avoid overapplication or untimely application of chemicals and fertilizers. Apply agricultural chemicals, including fertilizers and pesticides, in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Plan ahead to avoid application prior to or during inclement weather. • Prevent or treat contamination of stormwater runoff by pH modifying sources. These sources include, but are not limited to, bulk cement, cement kiln dust, fly ash, new concrete washing and curing waters, waste streams generated from concrete grinding and sawing, exposed aggregate processes, and concrete pumping and mixer washout waters. Stormwater discharges shall not cause or contribute to a violation of the water quality standard for pH in the receiving water. SECTION D.1 PRINCIPLES OF CONSTRUCTION STORMWATER POLLUTION PREVENTION (CSWPP) 12/12/2016 2017 City of Renton Surface Water Design Manual D-8 (This page intentionally left blank) CITY OF RENTON SURFACE WATER DESIGN MANUAL 2017 City of Renton Surface Water Design Manual 12/12/2016 D-9 D.2 GENERAL CSWPP REQUIREMENTS To satisfy the City of Renton’s requirements for CSWPP, the following steps are required of all construction projects: 1. Design the plan: In accordance with Sections 2.3.1 and 2.3.3 of the SWDM, prepare and submit a technical information report (TIR) and a CSWPP plan (comprised of the ESC plan and the SWPPS plan) for City review. Utilize the standards and details for ESC (Section D.2.1) and SWPPS control (Section D.2.2) of this appendix. Incorporate any City of Renton review comments as necessary to comply with Core Requirement #5, Section 1.2.5 of the SWDM, the Erosion and Sediment Control and Stormwater Pollution Prevention and Spill Control Standards in this appendix. 2. Construct the approved plan: Construct initial ESC, SWPPS and stormwater facility (flow control facility, runoff treatment facility, and on-site BMP) protection measures on site according to the approved CSWPP plan. 3. Maintain the BMPs: Inspect and maintain all CSWPP measures and stormwater facility (flow control facility, runoff treatment facility, and on-site BMP) protection throughout construction in accordance with the inspection and maintenance standards of Section D.2.4.4. Keep current any required documentation and reporting. 4. Manage the project: Make any changes or additions necessary during construction to ensure that CSWPP measures and stormwater facility (flow control facility, runoff treatment facility, and on-site BMP) protection perform in accordance with Core Requirement #5 and Sections D.2.1, D.2.2 and D.2.4. Coordinate construction in consideration of the applied BMP strategies. Ensure pollutant controls, facility processes and reporting requirements are met in accordance with Section D.2.3. The CSWPP supervisor is the primary point of contact for all ESC and SWPPP issues (see Section D.2.3.1). 5. Conclude the plan: Prior to final construction approval, meet all the conditions in Section D.2.4.5 for final stabilization. A National Pollutant Discharge Elimination System (NPDES) General Permit for Construction (pursuant to the Washington State Department of Ecology’s Construction Stormwater General Permit) may also be required for projects that will disturb one or more acres (see SWDM Section 1.2.5.3 for additional information). Proposed projects subject to Simplified Drainage Review as determined in SWDM Section 1.1.2.1 may satisfy City of Renton CSWPP requirements by meeting the Small Site CSWPP requirements specified in Section D.3 and reiterated in Appendix C of the SWDM titled, “Simplified Drainage Requirements.” D.2.1 ESC MEASURES This section details the ESC measures that are required to minimize erosion and sediment transport off a construction site and protect areas of existing and proposed stormwater facilities (flow control facilities, runoff treatment facilities, and on-site BMPs). These ESC measures represent Best Management Practices (BMPs)6 for the control of erosion and entrained sediment as well as other impacts related to construction such as increased runoff due to land disturbing activities. The measures and practices are grouped into nine sections corresponding to each of the nine categories of ESC measures in Core Requirement #5, Section 1.2.5 of the SWDM. The introductory paragraphs at the beginning each section present the basic requirement for that category of measures, the purpose of those measures, installation requirements relative to construction activity, guidelines for the conditions of use, and other information relevant to all measures in the section/category. Compliance with each of the nine categories of the ESC measures, to the 6 Best Management Practices (BMPs) means the best available and reasonable physical, structural, managerial, or behavioral activities, that when singly or in combination, eliminate or reduce the contamination of surface and/or ground waters. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-10 extent applicable and necessary to meet the performance criteria in Section D.2.1, and compliance with the ESC implementation requirements in Section D.2.4, constitutes overall compliance with the City’s ESC Standards. Note: Additional measures shall be required by the City if the existing standards are insufficient to protect adjacent properties, drainage facilities, or water resources. The standards for each individual ESC measure are divided into four sections: 1. Purpose 2. Conditions of Use 3. Design and Installation Specifications 4. Maintenance Requirements. A code and symbol for each measure have also been included for ease of use on ESC plans. Note that the “Conditions of Use” always refers to site conditions. As site conditions change, ESC measures must be changed to remain in compliance with the requirements of this appendix. Whenever compliance with the City’s ESC Standards is required, all of the following categories of ESC measures must be considered for application to the project site as detailed in the following sections: 1. Clearing Limits: Prior to any site clearing or grading, areas to remain undisturbed during project construction shall be delineated on the project’s ESC plan and physically marked on the project site. 2. Cover Measures: Temporary and permanent cover measures shall be provided when necessary to protect disturbed areas. The intent of these measures is to prevent erosion by having as much area as possible covered during any period of precipitation. 3. Perimeter Protection: Perimeter protection to filter sediment from sheet flow shall be provided downstream of all disturbed areas prior to upslope grading. 4. Traffic Area Stabilization: Unsurfaced entrances, roads, and parking areas used by construction traffic shall be stabilized to minimize erosion and tracking of sediment offsite. 5. Sediment Retention: Surface water collected from all disturbed areas of the site shall be routed through a sediment pond or trap prior to release from the site, except those areas at the perimeter of the site small enough to be treated solely with perimeter protection. Sediment retention facilities shall be installed prior to grading any contributing area. 6. Surface Water Collection: Surface water collection measures (e.g., ditches, berms, etc.) shall be installed to intercept all surface water from disturbed areas, convey it to a sediment pond or trap, and discharge it downstream of any disturbed areas. Areas at the perimeter of the site, which are small enough to be treated solely with perimeter protection, do not require surface water collection. Significant sources of upstream surface water that drain onto disturbed areas shall be intercepted and conveyed to a stabilized discharge point downstream of the disturbed areas. Surface water collection measures shall be installed concurrently with or immediately following rough grading and shall be designed, constructed, and stabilized as needed to minimize erosion. 7. Dewatering Control: The water resulting from construction site de-watering activities must be treated prior to discharge or disposed of as specified. 8. Dust Control: Preventative measures to minimize wind transport of soil shall be implemented when a traffic hazard may be created or when sediment transported by wind is likely to be deposited in water resources. 9. Flow Control: Surface water from disturbed areas must be routed through the project’s onsite flow control facility or other provisions must be made to prevent increases in the existing site conditions 2-year and 10-year runoff peaks discharging from the project site during construction (flow control D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-11 facility, runoff treatment facility, and on-site BMP areas [existing or proposed] shall not be used for this purpose). 10. Control Pollutants: Stormwater pollution prevention (SWPPS) measures are required to prevent, reduce, or eliminate the discharge of pollutants to onsite or adjacent stormwater systems or watercourses from construction-related activities such as materials delivery and storage, onsite equipment fueling and maintenance, demolition of existing buildings and disposition of demolition materials and other waste, and concrete handling, washout and disposal. Section D.2.2 describes BMPs specific to this purpose; additionally, several of the ESC BMPs described herein are applicable. 11. Protect Existing and Proposed Stormwater Facilities and On-site BMPs: Sedimentation and soil compaction reduce the infiltration capacity of native and engineered soils. Protection measures shall be applied/installed and maintained so as to prevent adverse impacts to existing stormwater facilities and on-site BMPs and areas of proposed stormwater facilities and on-site BMPs for the project. Adverse impacts can prompt the requirement to restore or replace affected stormwater facilities and on-site BMPs. 12. Maintain Protective BMPs: Protection measures shall be maintained to ensure continued performance of their intended function, to prevent adverse impacts to existing BMPs/facilities and areas of proposed BMPs/facilities, and protect other disturbed areas of the project. 13. Manage the Project: Coordination and timing of site development activities relative to ESC concerns, and timely inspection, maintenance and update of protective measures are necessary to effectively manage the project and ensure the success of protective ESC and SWPPS design and implementation. D.2.1.1 CLEARING LIMITS Prior to any site clearing or grading, those areas that are to remain undisturbed during project construction shall be delineated. At a minimum, clearing limits shall be installed at the edges of all critical area buffers and any other areas required to be left uncleared such as portions of the site subject to clearing limits under RMC 4-4-060, areas around significant trees identified to be retained, on-site BMP areas to be protected, and other areas identified to be left undisturbed to protect sensitive features. Purpose: The purpose of clearing limits is to prevent disturbance of those areas of the project site that are not designated for clearing or grading. This is important because limiting site disturbance is the single most effective method for reducing erosion. Clearing limits may also be used to control construction traffic, thus reducing the disturbance of soil and limiting the amount of sediment tracked off site. When to Install: Clearing limits shall be installed prior to the clearing and/or grading of the site. Measures to Use: Marking clearing limits by delineating the site with a continuous length of brightly colored survey tape is sometimes sufficient. The tape may be supported by vegetation or stakes, and it shall be 3 to 6 feet high and highly visible. Critical areas and their buffers require more substantial protection and shall be delineated with plastic or metal safety fences or stake and wire fences. Fencing may be required at the City’s discretion to control construction traffic or at any location where greater protection is warranted. Permanent fencing may also be used if desired by the applicant. Silt fence, in combination with survey flagging, is also an acceptable method of marking critical areas and their buffers. D.2.1.1.1 PLASTIC OR METAL FENCE Code: FE Symbol: Purpose Fencing is intended to (1) restrict clearing to approved limits; (2) prevent disturbance of critical areas, their buffers, and other areas required to be left undisturbed; (3) limit construction traffic to designated construction entrances or roads; and (4) protect areas where marking with survey tape may not provide adequate protection. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-12 Conditions of Use To establish clearing limits, plastic or metal fence may be used: 1. At the boundary of critical areas, their buffers, and other areas required to be left uncleared. 2. As necessary to control vehicle access to and on the site (see Sections D.2.1.4.1 and D.2.1.4.2). Design and Installation Specifications 1. The fence shall be designed and installed according to the manufacturer’s specifications. 2. The fence shall be at least 3 feet high and must be highly visible. 3. The fence shall not be wired or stapled to trees. Maintenance Requirements 1. If the fence has been damaged or visibility reduced, it shall be repaired or replaced immediately and visibility restored. 2. Disturbance of a critical area, critical area buffer, native growth retention area, or any other area required to be left undisturbed shall be reported to the City for resolution. D.2.1.2 COVER MEASURES Temporary and permanent cover measures shall be provided to protect all disturbed areas, including the faces of cut and fill slopes. Temporary cover shall be installed if an area is to remain unworked for more than seven days during the dry season (May 1 to September 30) or for more than two consecutive working days during the wet season (October 1 to April 30). These time limits may be relaxed if an area poses a low risk of erosion due to soil type, slope gradient, anticipated weather conditions, or other factors. Conversely, the City may reduce these time limits if site conditions warrant greater protection (e.g., adjacent to significant aquatic resources or highly erosive soils) or if significant precipitation (see Section D.2.4.2) is expected. Any area to remain unworked for more than 30 days shall be seeded or sodded, unless the City determines that winter weather makes vegetation establishment infeasible. During the wet season, slopes and stockpiles at 3H:1V or steeper and with more than ten feet of vertical relief shall be covered if they are to remain unworked for more than 12 hours. Also during the wet season, the material necessary to cover all disturbed areas must be stockpiled on site. The intent of these cover requirements is to have as much area as possible covered during any period of precipitation. Purpose: The purpose of covering exposed soils is to prevent erosion, thus reducing reliance on less effective methods that remove sediment after it is entrained in runoff. Cover is the only practical method of reducing turbidity in runoff. Structural measures, such as silt fences and sediment ponds, are only capable of removing coarse particles and in most circumstances have little to no effect on turbidity. When to Install: Any exposed soils that will remain unworked for more than the time limit set above shall be covered by the end of the working day. If the exposed area is to remain unworked for more than 30 days, the area shall be seeded with the temporary seed mix or an equivalent mix that will provide rapid protection (see Section D.2.1.2.6). If the disturbed area is to remain unworked for a year or more or if the area has reached final grade, permanent seed mix or an equivalent mix shall be applied. Measures to Use: Cover methods include the use of surface roughening, mulch, erosion control nets and blankets, plastic covering, seeding, and sodding. Mulch and plastic sheeting are primarily intended to protect disturbed areas for a short period of time, typically days to a few months. Seeding and sodding are measures for areas that are to remain unworked for months. Erosion nets and blankets are to be used in conjunction with seeding steep slopes. The choice of measures is left to the designer; however, there are restrictions on the use of these methods, which are listed in the “Conditions of Use” and the “Design and Installation Specifications” sections for each measure. The methods listed are by no means exhaustive. Variations on the standards presented here are encouraged if other cost-effective products or methods provide substantially equivalent or superior performance. Also, D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-13 the details of installation can, and should, vary with the site conditions. A useful reference on the application of cover measures in the Puget Sound area is Improving the Cost Effectiveness of Highway Construction Site Erosion and Pollution Control, Horner, Guedry, and Kortenhof (1990). D.2.1.2.1 SURFACE ROUGHENING Purpose The purpose of surface roughening is to aid in the establishment of vegetative cover and to reduce runoff velocity, increase infiltration, and provide for sediment trapping through the provision of a rough soil surface. The rough soil surface may be created by operating a tiller or other equipment on the contour to form horizontal depressions or by leaving slopes in a roughened condition by not fine grading. Conditions of Use 1. All slopes steeper than 3H:1V and greater than 5 vertical feet require surface roughening. 2. Areas with grades steeper than 3H:1V should be roughened to a depth of 2 to 4 inches prior to seeding. 3. Areas that will not be stabilized immediately may be roughened to reduce runoff velocity until seeding takes place. 4. Slopes with a stable rock face do not require roughening. 5. Slopes where mowing is planned should not be excessively roughened. Design and Installation Specifications There are different methods for achieving a roughened soil surface on a slope, and the selection of an appropriate method depends upon the type of slope. Roughening methods include stair-step grading, grooving, contour furrows, and tracking. See Figure D.2.1.2.A for information on tracking and contour furrows. Factors to be considered in choosing a method are slope steepness, mowing requirements, and whether the slope is formed by cutting or filling. Sole reliance on roughening for temporary erosion control is of limited effectiveness in intense rainfall events. Stair-step grading may not be practical for sandy, steep, or shallow soils. 1. Disturbed areas that will not require mowing may be stair-step graded, grooved, or left rough after filling 2. Stair Step grading is particularly appropriate in soils containing large amounts of soft rock. Each “step” catches material that sloughs from above, and provides a level site where vegetation can become established. Stairs should be wide enough to work with standard earth moving equipment. Stair steps must be on contour or gullies will form on the slope. 3. Areas that will be mowed (slopes less steep than 3H:1V) may have small furrows left by disking, harrowing, raking, or seed-planting machinery operated on the contour. 4. Graded areas with slopes greater than 3H:1V but less than 2H:1V should be roughened before seeding. This can be accomplished in a variety of ways, including “track walking” or driving a crawler tractor up and down the slope, leaving a pattern of cleat imprints parallel to slope contours. 5. Tracking is done by operating equipment up and down the slope to leave horizontal depressions in the soil. Maintenance Standards Periodically check roughened, seeded, planted, and mulched slopes for rills and gullies, particularly after a significant storm event. Fill these areas slightly above the original grade, then re-seed and mulch as soon as possible. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-14 FIGURE D.2.1.2.A SURFACE ROUGHENING 50'(15 m ) 1 GROOVES WILL CATCH SEED, FERTILIZER, MULCH, RAINFALL AND DECREASE RUNOFF. "TRACKING" WITH MACHINERY UP AND DOWN THE SLOPE PROVIDES GROOVES THAT WILL CATCH SEED, RAINFALL AND REDUCE RUNOFF. CONTOUR FURROWS TRACKING 6" MIN. (150mm) 3 MAX. SURFACE ROUGHENING BY TRACKING AND CONTOUR FURROWS NTS D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-15 D.2.1.2.2 MULCHING Code: MU Symbol: Purpose The purpose of mulching soils is to provide immediate temporary protection from erosion. Mulch also enhances plant establishment by conserving moisture, holding fertilizer, seed, and topsoil in place, and moderating soil temperatures. There is an enormous variety of mulches that may be used. Only the most common types are discussed in this section. Conditions of Use As a temporary cover measure, mulch should be used: 1. On disturbed areas that require cover measures for less than 30 days 2. As a cover for seed during the wet season and during the hot summer months 3. During the wet season on slopes steeper than 3H:1V with more than 10 feet of vertical relief. Design and Installation Specifications For mulch materials, application rates, and specifications, see Table D.2.1.2.A. Note: Thicknesses may be increased for disturbed areas in or near critical areas or other areas highly susceptible to erosion. Maintenance Standards 1. The thickness of the cover must be maintained. 2. Any areas that experience erosion shall be remulched and/or protected with a net or blanket. If the erosion problem is drainage related, then the drainage problem shall be assessed and alternate drainage such as interceptor swales may be needed to fix the problem and the eroded area remulched. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-16 TABLE D.2.1.2.A MULCH STANDARDS AND GUIDELINES Mulch Material Quality Standards Application Rates Remarks Straw Air-dried; free from undesirable seed and coarse material 2″–3″ thick; 5 bales per 1,000 sf or 2– 3 tons per acre Cost-effective protection when applied with adequate thickness. Hand-application generally requires greater thickness than blown straw. Straw should be crimped to avoid wind blow. The thickness of straw may be reduced by half when used in conjunction with seeding. Wood Fiber Cellulose No growth inhibiting factors Approx. 25–30 lbs per 1,000 sf or 1,500–2,000 lbs per acre Shall be applied with hydromulcher. Shall not be used without seed and tackifier unless the application rate is at least doubled. Some wood fiber with very long fibers can be effective at lower application rates and without seed or tackifier. Compost No visible water or dust during handling. Must be purchased from supplier with Solid Waste Handling Permit. 2″ thick min.; approx. 100 tons per acre (approx. 1.5 cubic feet per square yard) More effective control can be obtained by increasing thickness to 3″ (2.25 cubic feet per square yard). Excellent mulch for protecting final grades until landscaping because it can be directly seeded or tilled into soil as an amendment. Compost may not be used in Sensitive Lake 7 basins unless analysis of the compost shows no phosphorous release. Hydraulic Matrices (Bonded Fiber Matrix [BFM]) This mulch category includes hydraulic slurries composed of wood fiber, paper fiber or a combination of the two held together by a binding system. The BFM shall be a mixture of long wood fibers and various bonding agents. Apply at rates from 3,000 lbs per acre to 4,000 lbs per acre and based on manufacturers recommendations The BFM shall not be applied immediately before, during or immediately after rainfall so that the matrix will have an opportunity to dry for 24 hours after installation. Application rates beyond 2,500 pounds may interfere with germination and are not usually recommended for turf establishment. BFM is generally a matrix where all fiber and binders are in one bag, rather than having to mix components from various manufacturers to create a matrix. BFMs can be installed via helicopter in remote areas. They are approximately $1,000 per acre cheaper to install. Chipped Site Vegetation Average size shall be several inches. 2″ minimum thickness This is a cost-effective way to dispose of debris from clearing and grubbing, and it eliminates the problems associated with burning. Generally, it should not be used on slopes above approx. 10% because of its tendency to be transported by runoff. It is not recommended within 200 feet of surface waters. If seeding is expected shortly after mulch, the decomposition of the chipped vegetation may tie up nutrients important to grass establishment. 7 Sensitive lake means a lake that has proved to be particularly prone to eutrophication; the City did not have any lakes that had this designation at the time of SWDM adoption. D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-17 D.2.1.2.3 NETS AND BLANKETS Code: NE Symbol: Purpose Erosion control nets and blankets are intended to prevent erosion and hold seed and mulch in place on steep slopes and in channels so that vegetation can become well established. In addition, some nets and blankets can be used to permanently reinforce turf to protect drainage ways during high flows. Nets are strands of material woven into an open, but high-tensile strength net (for example, jute matting). Blankets are strands of material that are not tightly woven, but instead form a layer of interlocking fibers, typically held together by a biodegradable or photodegradable netting (for example, excelsior or straw blankets). They generally have lower tensile strength than nets, but cover the ground more completely. Coir (coconut fiber) fabric comes as both nets and blankets. Conditions of Use Erosion control nets and blankets should be used: 1. For permanent stabilization of slopes 2H:1V or greater and with more than 10 feet of vertical relief. 2. In conjunction with seed for final stabilization of a slope, not for temporary cover. However, they may be used for temporary applications as long as the product is not damaged by repeated handling. In fact, this method of slope protection is superior to plastic sheeting, which generates high-velocity runoff (see Section D.2.1.2.4). 3. For drainage ditches and swales (highly recommended). The application of appropriate netting or blanket to drainage ditches and swales can protect bare soil from channelized runoff while vegetation is established. Nets and blankets also can capture a great deal of sediment due to their open, porous structure. Synthetic nets and blankets may be used to permanently stabilize channels and may provide a cost-effective, environmentally preferable alternative to riprap. Design and Installation Specifications 1. See Figure D.2.1.2.B and Figure D.2.1.2.C for typical orientation and installation of nettings and blankets. Note: Installation is critical to the effectiveness of these products. If good ground contact is not achieved, runoff can concentrate under the product, resulting in significant erosion. 2. With the variety of products available, it is impossible to cover all the details of appropriate use and installation. Therefore, it is critical that the design engineer thoroughly consults the manufacturer’s information and that a site visit takes place in order to ensure that the product specified is appropriate. 3. Jute matting must be used in conjunction with mulch (Section D.2.1.2.2). Excelsior, woven straw blankets, and coir (coconut fiber) blankets may be installed without mulch. There are many other types of erosion control nets and blankets on the market that may be appropriate in certain circumstances. Other types of products will have to be evaluated individually. In general, most nets (e.g., jute matting) require mulch in order to prevent erosion because they have a fairly open structure. Blankets typically do not require mulch because they usually provide complete protection of the surface. 4. Purely synthetic blankets are allowed but shall only be used for long-term stabilization of waterways. The organic blankets authorized above are better for slope protection and short-term waterway protection because they retain moisture and provide organic matter to the soil, substantially improving the speed and success of re-vegetation. Maintenance Standards 1. Good contact with the ground must be maintained, and there must not be erosion beneath the net or blanket. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-18 2. Any areas of the net or blanket that are damaged or not in close contact with the ground shall be repaired and stapled. 3. If erosion occurs due to poorly controlled drainage, the problem shall be fixed and the eroded area protected. FIGURE D.2.1.2.B WATERWAY INSTALLATION FIGURE D.2.1.2.C SLOPE INSTALLATION •DO NOT STRETCH BLANKETS/MATTINGS TIGHT - ALLOW THE ROLLS TO MOLD TO ANY IRREGULARITIES. •SLOPE SURFACE SHALL BE SMOOTH BEFORE PLACEMENT FOR PROPER SOIL CONTACT. •ANCHOR, STAPLE, AND INSTALL CHECK SLOTS AS PER MANUFACTURER'S RECOMMENDATIONS. •AVOID JOINING MATERIAL IN THE CENTER OF THE DITCH. •LIME, FERTILIZE AND SEED BEFORE INSTALLATION. MIN.4" OVERLAP' MIN.6" OVERLAP SLOPE SURFACE SHALL BE SMOOTH BEFORE PLACEMENT FOR PROPER SOIL CONTACT STAPLING PATTERN AS PER MANUFACTURER'S RECOMMENDATION MIN. 2" OVERLAP LIME, FERTILIZE AND SEED BEFORE INSTALLATION. PLANTING OF SHRUBS, TREES, ETC. SHOULD OCCUR AFTER INSTALLATION DO NOT STRETCH BLANKETS/MATTINGS TIGHT - ALLOW THE ROLLS TO MOLD TO ANY IRREGULARITIES FOR SLOPES LESS THAN 3H:1V, ROLLS MAY BE PLACED IN HORIZONTAL STRIPS BRING MATERIAL DOWN TO A LEVEL AREA, TURN THE END UNDER 4" AND STAPLE AT 12" INTERVALS ANCHOR IN 6"x6" MIN. TRENCH AND STAPLE AT 12" INTERVALS STAPLE OVERLAPS MAX. 5' SPACING IF THERE IS A BERM AT THE TOP OF SLOPE, ANCHOR UPSLOPE OF THE BERM MIN. 6" OVERLAP D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-19 D.2.1.2.4 PLASTIC COVERING Code: PC Symbol: Purpose Plastic covering provides immediate, short-term erosion protection to slopes and disturbed areas. Conditions of Use 1. Plastic covering may be used on disturbed areas that require cover measures for less than 30 days. 2. Plastic is particularly useful for protecting cut and fill slopes and stockpiles. Note: The relatively rapid breakdown of most polyethylene sheeting makes it unsuitable for long-term applications. 3. Clear plastic sheeting may be used over newly-seeded areas to create a greenhouse effect and encourage grass growth. Clear plastic should not be used for this purpose during the summer months because the resulting high temperatures can kill the grass. 4. Due to rapid runoff caused by plastic sheeting, this method shall not be used upslope of areas that might be adversely impacted by concentrated runoff. Such areas include steep and/or unstable slopes. Note: There have been many problems with plastic, usually attributable to poor installation and maintenance. However, the material itself can cause problems, even when correctly installed and maintained, because it generates high-velocity runoff and breaks down quickly due to ultraviolet radiation. In addition, if the plastic is not completely removed, it can clog drainage system inlets and outlets. It is highly recommended that alternatives to plastic sheeting be used whenever possible and that its use be limited. Design and Installation Specifications 1. See Figure D.2.1.2.D for details. 2. Plastic sheeting shall have a minimum thickness of 0.06 millimeters. 3. If erosion at the toe of a slope is likely, a gravel berm, riprap, or other suitable protection shall be installed at the toe of the slope in order to reduce the velocity of runoff. FIGURE D.2.1.2.D PLASTIC COVERING TIRES, SANDBAGS, OR EQUIVALENT MAY BE USED TO WEIGHT PLASTIC SEAMS BETWEEN SHEETS MUST OVERLAP A MINIMUM OF 12" AND BE WEIGHTED OR TAPED TOE IN SHEETING IN MINIMUM 4"X4" TRENCH PROVIDE ENERGY DISSIPATION AT TOE WHEN NEEDED 10' MAX. 10' MAX. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-20 Maintenance Standards for Plastic Covering 1. Torn sheets must be replaced and open seams repaired. 2. If the plastic begins to deteriorate due to ultraviolet radiation, it must be completely removed and replaced. 3. When the plastic is no longer needed, it shall be completely removed. D.2.1.2.5 STRAW WATTLES Code: SW Symbol: Purpose Wattles are erosion and sediment control barriers consisting of straw wrapped in biodegradable tubular plastic or similar encasing material. Wattles may reduce the velocity and can spread the flow of rill and sheet runoff, and can capture and retain sediment. Straw wattles are typically 8 to 10 inches in diameter and 25 to 30 feet in length. The wattles are placed in shallow trenches and staked along the contour of disturbed or newly constructed slopes. Conditions of Use 1. Install on disturbed areas that require immediate erosion protection. 2. Use on slopes requiring stabilization until permanent vegetation can be established. 3. Can be used along the perimeter of a project, as a check dam in unlined ditches and around temporary stockpiles 4. Wattles can be staked to the ground using willow cuttings for added revegetation. 5. Rilling can occur beneath and between wattles if not properly entrenched, allowing water to pass below and between wattles Design and Installation Specifications 1. It is critical that wattles are installed perpendicular to the flow direction and parallel to the slope contour. 2. Narrow trenches should be dug across the slope, on contour, to a depth of 3 to 5 inches on clay soils and soils with gradual slopes. On loose soils, steep slopes, and during high rainfall events, the trenches should be dug to a depth of 5 to 7 inches, or ½ to 2/3 of the thickness of the wattle. 3. Start construction of trenches and installing wattles from the base of the slope and work uphill. Excavated material should be spread evenly along the uphill slope and compacted using hand tamping or other method. Construct trenches at contour intervals of 3 to 30 feet apart depending on the steepness of the slope, soil type, and rainfall. The steeper the slope the closer together the trenches should be constructed. 4. Install the wattles snugly into the trenches and abut tightly end to end. Do not overlap the ends. 5. Install stakes at each end of the wattle, and at 4 foot centers along the entire length of the wattle. 6. If required, install pilot holes for the stakes using a straight bar to drive holes through the wattle and into the soil. 7. At a minimum, wooden stakes should be approximately ¾ x ¾ x 24 inches. Willow cuttings or 3/8 inch rebar can also be used for stakes. 8. Stakes should be driven through the middle of the wattle, leaving 2 to 3 inches of the stake protruding above the wattle. D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-21 Maintenance Standards 1. Inspect wattles prior to forecasted rain, daily during extended rain events, after rain events, weekly during the wet season, and at two week intervals at all other times of the year. 2. Repair or replace split, torn, raveling, or slumping wattles 3. Remove sediment accumulations when exceeding ½ the height between the top of the wattle and the ground surface. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-22 FIGURE D.2.1.2.E STRAW WATTLES 1.STRAW ROLL INSTALLATION REQUIRES THE PLACEMENT AND SECURE STAKING OF THE ROLL IN A TRENCH, 3" x 5" (75-125mm) DEEP, DUG ON CONTOUR. 2.RUNOFF MUST NOT BE ALLOWED TO RUN UNDER OR AROUND ROLL. ROLL SPACING DEPENDS ON SOIL TYPE AND SLOPE STEEPNESS STRAW ROLLS MUST BE PLACED ALONG SLOPE CONTOURS 3'-4' (1.2m) 10'-25' (3-8m) 3"-5" (75-125mm) ADJACENT ROLLS SHALL TIGHTLY ABUT SEDIMENT, ORGANIC MATTER, AND NATIVE SEEDS ARE CAPTURED BEHIND THE ROLLS LIVE STAKE 1" x 1" STAKE 8"-10" DIA. (200-250mm) NOTES: STRAW WATTLES NTS D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-23 D.2.1.2.6 TEMPORARY AND PERMANENT SEEDING Code: SE Symbol: Purpose Seeding is intended to reduce erosion by stabilizing exposed soils. A well-established vegetative cover is one of the most effective methods of reducing erosion. Conditions of Use 1. Seeding shall be used throughout the project on disturbed areas that have reached final grade or that will remain unworked for more than 30 days. 2. Vegetation-lined channels shall be seeded. Channels that will be vegetated should be installed before major earthwork and hydroseeded or covered with a Bonded Fiber Matrix (BFM). 3. Retention/detention ponds shall be seeded as required. 4. At the City’s discretion, seeding without mulch during the dry season is allowed even though it will take more than seven days to develop an effective cover. Mulch is, however, recommended at all times because it protects seeds from heat, moisture loss, and transport due to runoff. 5. Prior to the beginning of the wet season, all disturbed areas shall be reviewed to identify which ones can be seeded in preparation for the winter rains (see Section D.2.4.2). Disturbed areas shall be seeded within one week of the beginning of the wet season. A sketch map of those areas to be seeded and those areas to remain uncovered shall be submitted to the CED inspector. The CED inspector may require seeding of additional areas in order to protect surface waters, adjacent properties, or drainage facilities. 6. At final site stabilization, all disturbed areas not otherwise vegetated or stabilized shall be seeded and mulched (see Section D.2.4.5). Design and Installation Specifications 1. The best time to seed is fall (late September to October) or in spring (mid-March to June). Irrigation is required during the first summer following installation if seeding occurs in spring or summer or during prolonged dry times of year. Areas may also be seeded during the winter months, but it may take additional spring seeding applications to develop a dense groundcover due to cold temperatures. The application and maintenance of mulch is critical for winter seeding. 2. To prevent seed from being washed away, confirm that all required surface water control measures have been installed. 3. The seedbed should not be compacted because soils that are well compacted will not vegetate as quickly or thoroughly. Slopes steeper than 3H:1V shall be surface roughened. Roughening can be accomplished in a variety of ways, but the typical method is track walking, or driving a crawling tractor up and down the slope, leaving cleat imprints parallel to the slope contours. 4. In general, 10-20-20 N-P-K (nitrogen-phosphorus-potassium) fertilizer may be used at a rate of 90 pounds per acre. Slow-release fertilizers are preferred because they are more efficient and have fewer environmental impacts. It is recommended that areas being seeded for final landscaping conduct soil tests to determine the exact type and quantity of fertilizer needed. This will prevent the over- application of fertilizer. Disturbed areas within 200 feet of water bodies and wetlands must use slow- release low-phosphorus fertilizer (typical proportions 3-1-2 N-P-K). 5. The following requirements apply to mulching: a) Mulch is always required for seeding slopes greater than 3H:1V (see Section D.2.1.2.2). b) If seeding during the wet season, mulch is required. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-24 c) The use of mulch may be required during the dry season at the City’s discretion if grass growth is expected to be slow, the soils are highly erodible due to soil type or gradient, there is a water body close to the disturbed area, or significant precipitation (see Section D.2.4.2) is anticipated before the grass will provide effective cover. d) Mulch may be applied on top of the seed or simultaneously by hydroseeding. 6. Hydroseeding is allowed as long as tackifier is included. Hydroseeding with wood fiber mulch is adequate during the dry season. Application of hydroseeded wood fiber mulch should be appropriate for slope angle. Follow manufacturer specifications for application rates. 7. Areas to be permanently landscaped shall use soil amendments. Good quality topsoil shall be tilled into the top six inches to reduce the need for fertilizer and improve the overall soil quality. Most native soils will require the addition of four inches of well-rotted compost to be tilled into the soil to provide a good quality topsoil. Compost used should meet specifications provided in Reference Section 11-C of the SWDM. 8. The seed mixes listed below include recommended mixes for both temporary and permanent seeding. These mixes, with the exception of the wetland mix, shall be applied at a rate of 80 to 100 seeds per square foot. Wet sites should apply 120 to 150 seeds per square foot. Local suppliers should be consulted for information on current Pure Live Seed (PLS) rates and species specific seeds per pound in order to determine seed mix PLS pounds of seed per acre. The appropriate mix depends on a variety of factors, including exposure, soil type, slope, and expected foot traffic. Alternative seed mixes approved by the City may be used. Table D.2.1.2.B presents the standard mix for those areas where t a temporary or permanent vegetative cover is required. The following mix assumes a desired 150 seeds per square foot and should be applied at approximately 37 pounds of pure live seed per acre. TABLE D.2.1.2.B EROSION CONTROL SEED MIX Common Name/Latin Name % Species Composition Desired Seeds per Square Foot PLS Pounds/Acre Spike bentgrass/Agrostis exarata 6 9 0.1 California brome/Bromus carinatus 15 23 9.8 Tufted hairgrass/Deschampsia cespitosa 15 23 0.4 Blue wildrye/Elymus glaucus 18 27 10.7 California oatgrass/Danthonia californica 18 27 5.6 Native red fescue/Festuca rubra var. rubra 18 27 2.4 Meadow barley/Hordeum brachyantherum 10 15 7.7 Table D.2.1.2.C provides just one recommended possibility for landscaping seed. It assumes a desired 100 seeds per square foot and should be applied at 12 pounds of pure live seed per acre. TABLE D.2.1.2.C LANDSCAPING SEED MIX Common Name/Latin Name % Species Composition Desired Seeds per Square Foot PLS Pounds/Acre Sideoats grama/Bouteloua curtipendula 20 30 6.8 California oatgrass/Danthonia californica 20 30 6.2 Native red fescue/Festuca rubra var. rubra 30 45 3.9 Prairie junegrass/Koeleria macrantha 30 45 0.8 D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-25 This turf seed mix in Table D.2.1.2.D is for dry situations where there is no need for much water. The advantage is that this mix requires very little maintenance. TABLE D.2.1.2.D LOW-GROWING TURF SEED MIX Common Name/Latin Name % Species Composition Desired Seeds per Square Foot PLS Pounds/Acre Hard fescue/Festuca brevipila 25 20 1.5 Sheep fescue/Festuca ovina 30 24 1.5 Native red fescue/Festuca rubra var. rubra 25 20 1.7 Prairie junegrass/Koeleria macrantha 20 16 0.3 Table D.2.1.2.E presents a mix recommended for bioswales and other intermittently wet areas. The mix assumes a desired 150 seeds per square foot and approximately 29 pounds of pure live seed per acre. Sod shall generally not be used for bioswales because the seed mix is inappropriate for this application. Sod may be used for lining ditches to prevent erosion, but it will provide little water quality benefit during the wet season. TABLE D.2.1.2.E BIOSWALE SEED MIX Common Name/Latin Name % Species Composition Desired Seeds per Square Foot PLS Pounds/Acre American sloughgrass/Beckmannia syzigachne 15 23 0.9 Tufted hairgrass/Deschampsia cespitosa 20 30 0.5 Blue wildrye/Elymus glaucus 18 27 10.7 Native red fescue/Festuca rubra var. rubra 20 30 2.6 Meadow barley/Hordeum brachyantherum 12 18 9.2 Northwestern mannagrass/Glyceria occidentalis 15 23 4.9 The seed mix shown in Table D.2.1.2.F is a recommended low-growing, non-invasive seed mix appropriate for very wet areas that are not regulated wetlands (if planting in wetland areas, see Section 6.3.1 of the SWDM). Other mixes may be appropriate, depending on the soil type and hydrology of the area. This mixture assumes a target goal of 150 seeds per square foot and should be applied at a rate of 36 pounds per acre. TABLE D.2.1.2.F WET AREA SEED MIX* Common Name/Latin Name % Species Composition Desired Seeds per Square Foot PLS Pounds/Acre California brome/Bromus carinatus 15 23 9.8 Columbia brome/Bromus vulgaris 18 27 8.1 Tufted hairgrass/Deschampsia cespitosa 15 23 0.4 California oatgrass/Danthonia californica 15 23 4.7 Native red fescue/Festuca rubra var. rubra 17 26 2.2 Western manna grass/Glyceria occidentalis 10 15 3.3 Meadow barley/Hordeum brachyantherum 10 15 7.7 * Modified Briargreen, Inc. Hydroseeding Guide Wetlands Seed Mix SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-26 The meadow seed mix in Table D.2.1.2.G is recommended for areas that will be maintained infrequently or not at all and where colonization by native plants is desirable. Likely applications include rural road and utility right-of-way. Seeding should take place in September or very early October in order to obtain adequate establishment prior to the winter months. This seed mix assumes a target goal of 120 seeds per square foot and an application rate of 23 pounds of pure live seed per acre. TABLE D.2.1.2.G MEADOW SEED MIX Common Name/Latin Name % Species Composition Desired Seeds per Square Foot PLS Pounds/Acre Common yarrow/Achillea millefolium 4 5 0.1 Pearly everlasting/Anaphalis margartacae 1 1 0.0 California brome/Bromus carinatus 15 18 7.8 California oatgrass/Danthonia californica 15 18 3.7 Blue wildrye/Elymus glaucus 16 19 7.6 Festuca idahoensis 15 18 1.7 Native red fescue/Festuca rubra var. rubra 18 22 1.9 Sickle keeled lupine/Lupinus albicaulis 1 1 2.2 Fowl bluegrass/Poa palustris 15 18 0.4 Maintenance Standards for Temporary and Permanent Seeding 1. Any seeded areas that fail to establish at least 80 percent cover within one month shall be reseeded. If reseeding is ineffective, an alternate method, such as sodding or nets/blankets, shall be used. If winter weather prevents adequate seed establishment and growth, this time limit may be relaxed at the discretion of the City when critical areas would otherwise be protected. 2. After adequate cover is achieved, any areas that experience erosion shall be re-seeded and protected by mulch. If the erosion problem is drainage related, the problem shall be fixed and the eroded area re- seeded and protected by mulch. 3. Seeded areas shall be supplied with adequate moisture, but not watered to the extent that it causes runoff. D.2.1.2.7 SODDING Code: SO Symbol: Purpose The purpose of sodding is to establish permanent turf for immediate erosion protection and to stabilize drainage ways where concentrated overland flow will occur. Conditions of Use Sodding may be used in the following areas: 1. Disturbed areas that require short-term or long-term cover 2. Disturbed areas that require immediate vegetative cover 3. All waterways that require vegetative lining (except biofiltration swales—the seed mix used in most sod is not appropriate for biofiltration swales). Waterways may also be seeded rather than sodded, and protected with a net or blanket (see Section D.2.1.2.3). D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-27 Design and Installation Specifications Sod shall be free of weeds, of uniform thickness (approximately 1-inch thick), and shall have a dense root mat for mechanical strength. The following steps are recommended for sod installation: 1. Shape and smooth the surface to final grade in accordance with the approved grading plan. 2. Amend four inches (minimum) of well-rotted compost into the top eight inches of the soil if the organic content of the soil is less than ten percent. Compost used shall meet compost specifications per SWDM Reference Section 11-C. 3. Fertilize according to the supplier’s recommendations. Disturbed areas within 200 feet of water bodies and wetlands must use non-phosphorus fertilizer. 4. Work lime and fertilizer 1 to 2 inches into the soil, and smooth the surface. 5. Lay strips of sod beginning at the lowest area to be sodded and perpendicular to the direction of water flow. Wedge strips securely into place. Square the ends of each strip to provide for a close, tight fit. Stagger joints at least 12 inches. Staple on slopes steeper than 3H:1V. 6. Roll the sodded area and irrigate. 7. When sodding is carried out in alternating strips or other patterns, seed the areas between the sod immediately after sodding. Maintenance Standards If the grass is unhealthy, the cause shall be determined and appropriate action taken to reestablish a healthy groundcover. If it is impossible to establish a healthy groundcover due to frequent saturation, instability, or some other cause, the sod shall be removed, the area seeded with an appropriate mix, and protected with a net or blanket. D.2.1.2.8 POLYACRYLAMIDE FOR SOIL EROSION PROTECTION Purpose Polyacrylamide (PAM) is used on construction sites to prevent soil erosion. Applying PAM to bare soil in advance of a rain event significantly reduces erosion and controls sediment in two ways. First, PAM increases the soil’s available pore volume, thus increasing infiltration through flocculation and reducing the quantity of stormwater runoff. Second, it increases flocculation of suspended particles and aids in their deposition, thus reducing stormwater runoff turbidity and improving water quality. Conditions of Use 1. PAM shall not be directly applied to water or allowed to enter a water body. 2. PAM may be applied to wet soil, but dry soil is preferred due to less sediment loss. 3. PAM will work when applied to saturated soil but is not as effective as applications to dry or damp soil. 4. PAM may be applied only to the following types of bare soil areas that drain to a sediment trap or a sediment pond: • Staging areas • Stockpiles • Pit sites • Balanced cut and fill earthwork • Haul roads prior to placement of crushed rock surfacing • Compacted soil road base SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-28 5. PAM may be applied only during the following phases of construction: • During rough grading operations • After final grade and before paving or final seeding and planting • During a winter shut down of site work. In the case of winter shut down, or where soil will remain unworked for several months, PAM should be used together with mulch. 6. Do not use PAM on a slope that flows directly to a stream or wetland. The stormwater runoff shall pass through a sediment control measure prior to discharging to surface waters. Design and Installation Specifications 1. PAM must be applied using one of two methods of application, “preferred” or “alternative.” The specifications for these methods are described under separate headings below. 2. PAM may be applied in dissolved form with water, or it may be applied in dry, granular or powdered form. The preferred application method is the dissolved form. 3. PAM is to be applied at a maximum rate of ½ pound PAM per 1000 gallons of water per 1 acre of bare soil. Table D.2.1.2.H may be used to determine the PAM and water application rate for disturbed soil areas. Higher concentrations of PAM do not provide any additional effectiveness. 4. Do not add PAM to water discharging from the site. 5. PAM shall be used in conjunction with other ESC measures and not in place of them. When the total drainage area is greater than or equal to 3 acres, PAM treated areas shall drain to a sediment pond per Section D.2.1.5.2. For drainage areas less than 3 acres, PAM treated areas must drain to a sediment trap per Section D.2.1.5.1. Other normally required sediment control measures such as perimeter protection measures (Section D.2.1.3) and surface water collection measures (Section D.2.1.6) shall be applied to PAM treated areas. 6. All areas not being actively worked shall be covered and protected from rainfall. PAM shall not be the only cover BMP used. 7. Keep the granular PAM supply out of the sun. Granular PAM loses its effectiveness in three months after exposure to sunlight and air. 8. Care must be taken to prevent spills of PAM powder onto paved surfaces. PAM, combined with water, is very slippery and can be a safety hazard. During an application of PAM, prevent over-spray from reaching pavement as the pavement will become slippery. If PAM powder gets on skin or clothing, wipe it off with a rough towel rather than washing with water. Washing with water only makes cleanup more difficult, messier, and time consuming. 9. The specific PAM copolymer formulation must be anionic. Cationic PAM shall not be used in any application because of known aquatic toxicity concerns. Only the highest drinking water grade PAM, certified for compliance with ANSI/NSF Standard 60 for drinking water treatment, may be used for soil applications. The Washington State Department of Transportation (WSDOT) lists approved PAM products on their web page. All PAM use shall be reviewed and approved by CED. 10. The PAM anionic charge density may vary from 2 to 30 percent; a value of 18 percent is typical. Studies conducted by the United States Department of Agriculture (USDA)/ARS demonstrated that soil stabilization was optimized by using very high molecular weight (12 to 15 mg/mole), highly anionic (>20% hydrolysis) PAM. 11. PAM must be “water soluble” or “linear” or “non-cross-linked.” Cross-linked or water absorbent PAM, polymerized in highly acidic (pH<2) conditions, are used to maintain soil moisture content. D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-29 TABLE D.2.1.2.H PAM AND WATER APPLICATION RATES Disturbed Area (ac) PAM (lbs) Water (gal) 0.50 0.25 500 1.00 0.50 1,000 1.50 0.75 1,500 2.00 1.00 2,000 2.50 1.25 2,500 3.00 1.50 3,000 3.50 1.75 3,500 4.00 2.00 4,000 4.50 2.25 4,500 5.00 2.50 5,000 Preferred Application Method 1. Pre-measure the area where PAM is to be applied and calculate the amount of product and water necessary to provide coverage at the specified application rate (1/2 pound PAM/1,000 gallons/acre). 2. Dissolve pre-measured dry granular PAM with a known quantity of clean water in a bucket several hours or overnight. PAM has infinite solubility in water, but dissolves very slowly. Mechanical mixing will help dissolve PAM. Always add PAM to water – not water to PAM. 3. Pre-fill the water truck about 1/8 full with water. The water does not have to be potable, but it must have relatively low turbidity – in the range of 20 NTU or less. 4. Add PAM/Water mixture to the truck. 5. Completely fill the water truck to specified volume. 6. Spray PAM/Water mixture onto dry soil until the soil surface is uniformly and completely wetted. Alternate Application Method PAM may also be applied as a powder at the rate of 5 pounds per acre. This must be applied on a day that is dry. For areas less than 5 to 10 acres, a hand-held “organ grinder” fertilized spreader set to the smallest setting will work. Tractor mounted spreaders will work for larger areas. Maintenance Standards 1. PAM may be reapplied on actively worked areas after a 48-hour period 2. Reapplication is not required unless PAM treated soil is disturbed or unless turbidity levels show the need for an additional application. If PAM treated soil is left undisturbed, a reapplication may be necessary after two months. More PAM applications may be required for steep slopes, silty and clay soils, (USDA classification Type “C” and “D” soils), long grades, and high precipitation areas. When PAM is applied first to bare soil and then covered with straw, a reapplication may not be necessary for several months. D.2.1.2.9 COMPOST BLANKETS Code: COBL Symbol: Purpose Compost blankets are intended to: SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-30 • Provide immediate temporary protection from erosion by protecting soil from rainfall and slowing flow velocity over the soil surface. • Enhance temporary or permanent plant establishment by conserving moisture, holding seed and topsoil in place, providing nutrients and soil microorganisms, and moderating soil temperatures. • Compost blankets, applied at the proper thickness and tilled into the soil, are also an option for amending soils for permanent landscaping. • Compost generally releases and adds phosphorous to stormwater. Therefore, compost blankets are not recommended for use in watersheds where phosphorous sensitive water resources are located. Unless prior approval is given by the City, they should not be used in Sensitive Lake Watersheds. Conditions of Use 1. Compost blankets may be used unseeded on disturbed areas that require temporary cover measures up to 1 year. Compost applied as temporary cover may be reclaimed and re-used for permanent cover. 2. Compost provides cover for protecting final grades until landscaping can be completed as it can be directly seeded or tilled into soil as an amendment. 3. Compost blankets meet mulch requirements for seed. 4. Seed may be applied to a compost blanket at any time for permanent or temporary stabilization of disturbed areas. Seed may be applied prior to blanket application, on top of blankets, or injected and mixed into the compost as it is applied. 5. Compost blankets may be applied on slopes up to 2H:1V. Design and Installation Specifications 1. Compost shall be applied at a minimum of 2 inches thick, unless otherwise directed by an ESC supervisor or the City. At an application of 2 inches, this will equal approximately 100 tons per acre (compost generally weighs approximately 800 lbs per cubic yard). Thickness shall be increased at the direction of the design engineer for disturbed areas in or near critical areas or other areas highly susceptible to erosion. 2. Compost shall meet criteria in Reference Section 11-C of the SWDM. 3. Compost shall be obtained from a supplier meeting the requirements in Reference Section 11-C. 4. Compost blankets shall be applied over the top of the slope to which it is applied, to prevent water from running under the blanket 5. Compost blankets shall not be used in areas exposed to concentrated flow (e.g., channels, ditches, dikes) Maintenance Standards 1. The specified thickness of the blanket/cover must be maintained. 2. Any areas that show signs of erosion must be re-mulched. If the erosion problem is drainage related, then the drainage problem must first be remedied and then the eroded area re-mulched. D.2.1.3 PERIMETER PROTECTION Perimeter protection to filter sediment from sheetwash shall be located downslope of all disturbed areas and shall be installed prior to upslope grading. Perimeter protection includes the use of vegetated strips as well as, constructed measures, such as silt fences, fiber rolls, sand/gravel barriers, brush or rock filters, triangular silt dikes and other methods. During the wet season, 50 linear feet of silt fence (and the necessary stakes) per acre of disturbed area must be stockpiled on site. Purpose: The purpose of perimeter protection is to reduce the amount of sediment transported beyond the disturbed areas of the construction site. Perimeter protection is primarily a backup means of sediment control. Most, if not all, sediment-laden water is to be treated in a sediment trap or pond. The only D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-31 circumstances in which perimeter control is to be used as a primary means of sediment removal is when the catchment is very small (see below). When to Install: Perimeter protection is to be installed prior to any upslope clearing and grading. Measures to Use: The above measures may be used interchangeably and are not the only perimeter protection measures available. If surface water is collected by an interceptor dike or swale and routed to a sediment pond or trap, there may be no need for the perimeter protection measures specified in this section. Criteria for Use as Primary Treatment: At the boundary of a site, perimeter protection may be used as the sole form of treatment when the flowpath meets the criteria listed below. If these criteria are not met, perimeter protection shall only be used as a backup to a sediment trap or pond. Average Slope Slope Percent Flowpath Length 1.5H:1V or less 67% or less 100 feet 2H:1V or less 50% or less 115 feet 4H:1V or less 25% or less 150 feet 6H:1V or less 16.7% or less 200 feet 10H:1V or less 10% or less 250 feet D.2.1.3.1 SILT FENCE Code: SF Symbol: Purpose Use of a silt fence reduces the transport of coarse sediment from a construction site by providing a temporary physical barrier to sediment and reducing the runoff velocities of overland flow. Conditions of Use 1. Silt fence may be used downslope of all disturbed areas. 2. Silt fence is not intended to treat concentrated flows, nor is it intended to treat substantial amounts of overland flow. Any concentrated flows must be conveyed through the drainage system to a sediment trap or pond. The only circumstance in which overland flow may be treated solely by a silt fence, rather than by a sediment trap or pond, is when the area draining to the fence is small (see “Criteria for Use as Primary Treatment” in Section D.2.1.3 above). Design and Installation Specifications 1. See Figure D.2.1.3.A and Figure D.2.1.3.B for details. 2. The geotextile used must meet the standards listed below. A copy of the manufacturer’s fabric specifications must be available on site. AOS (ASTM D4751) 30–100 sieve size (0.60–0.15 mm) for slit film 50–100 sieve size (0.30–0.15 mm) for other fabrics Water Permittivity (ASTM D4491) 0.02 sec-1 minimum Grab Tensile Strength (ASTM D4632) (see Specification Note 3) 180 lbs. min. for extra strength fabric 100 lbs. min. for standard strength fabric Grab Tensile Elongation (ASTM D4632) 30% max. (woven) Ultraviolet Resistance (ASTM D4355) 70% min. 3. Standard strength fabric requires wire backing to increase the strength of the fence. Wire backing or closer post spacing may be required for extra strength fabric if field performance warrants a stronger fence. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-32 4. Where the fence is installed, the slope shall be no steeper than 2H:1V. 5. If a typical silt fence (per Figure D.2.1.3.A) is used, the standard 4 x 4 trench may not be reduced as long as the bottom 8 inches of the silt fence is well buried and secured in a trench that stabilizes the fence and does not allow water to bypass or undermine the silt fence. Maintenance Standards 1. Any damage shall be repaired immediately. 2. If concentrated flows are evident uphill of the fence, they must be intercepted and conveyed to a sediment trap or pond. 3. It is important to check the uphill side of the fence for signs of the fence clogging and acting as a barrier to flow and then causing channelization of flows parallel to the fence. If this occurs, replace the fence or remove the trapped sediment. 4. Sediment must be removed when the sediment is 6 inches high. 5. If the filter fabric (geotextile) has deteriorated due to ultraviolet breakdown, it shall be replaced. D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-33 FIGURE D.2.1.3.A SILT FENCE 2"X2" BY 14 Ga. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED NOTE: FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOURS WHENEVER POSSIBLE JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS OR EQUIVALENT TO ATTACH FABRIC TO POSTS. FILTER FABRIC BACKFILL TRENCH WITH NATIVE SOIL OR 3/4" TO 1-1/2" WASHED GRAVEL MINIMUM 4"x4" TRENCH 2"x4" WOOD POSTS, STEEL FENCE POSTS, REBAR, OR EQUIVALENT POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED 6' MAX.2' MIN.12" MIN. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-34 FIGURE D.2.1.3.B SILT FENCE INSTALLATION BY SLICING 1.GATHER FABRIC AT POSTS, IF NEEDED. 2.UTILIZE THREE TIES PER POST, ALL WITHIN TOP 8" OF FABRIC. 3.POSITION EACH TIE DIAGONALLY, PUNCTURING HOLES VERTICALLY A MINIMUM OF 1" APART. 4.HANG EACH TIE ON A POST NIPPLE AND TIGHTEN SECURELY. USE CABLE TIES (50 LBS) OF SOFT WIRE. TOP OF FABRIC BELT DIAGONAL ATTACHMENT DOUBLES STRENGTH FLOW STEEL SUPPORT POST1.POST SPACING: 7' MAX. ON OPEN RUNS 4' MAX. ON POOLING AREAS. 2.POST DEPTH: AS MUCH BELOW GROUND AS FABRIC ABOVE GROUND. 3.PONDING HEIGHT MAX. 24" ATTACH FABRIC TO UPSTREAM SIDE OF POST. 4.DRIVE OVER EACH SIDE OF SILT FENCE 2 TO 4 TIMES WITH DEVICE EXERTING 60 P.S.I. OR GREATER. 5.NO MORE THAN 24" OF A 36" FABRIC IS ALLOWED ABOVE GROUND. 6.VIBRATORY PLOW IS NOT ACCEPTABLE BECAUSE OF HORIZONTAL COMPACTION. 100% COMPACTION EACH SIDE OPERATION ROLL OF SILT FENCE PLOW FABRIC ABOVE GROUND HORIZONTAL CHISEL POINT (76 mm WIDTH)200-300mm SILT FENCE TOP 8" NOTES: ATTACHMENT DETAILS: SILT FENCE INSTALLATION BY SLICING METHOD NTS D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-35 D.2.1.3.2 BRUSH BARRIER Code: BB Symbol: Purpose The purpose of brush barriers is to reduce the transport of coarse sediment from a construction site by providing a temporary physical barrier to sediment and reducing the runoff velocities of overland flow. Conditions of Use 1. Brush barriers may be used downslope of all disturbed areas. 2. Brush barriers are not intended to treat concentrated flows, nor are they intended to treat substantial amounts of overland flow. Any concentrated flows must be conveyed through the drainage system to a sediment trap or pond. The only circumstance in which overland flow may be treated solely by a barrier, rather than by a sediment trap or pond, is when the area draining to the barrier is small (see “Criteria for Use as Primary Treatment” in Section D.2.1.3). Design and Installation Specifications 1. See Figure D.2.1.3.C for details. 2. The City may require filter fabric (geotextile) anchored over the brush berm to enhance the filtration ability of the barrier. Maintenance Standards 1. There shall be no signs of erosion or concentrated runoff under or around the barrier. If concentrated flows are bypassing the barrier, it must be expanded or augmented by toed-in filter fabric. 2. The dimensions of the barrier must be maintained. FIGURE D.2.1.3.C BRUSH BARRIER IF REQUIRED, DRAPE FILTER FABRIC OVER BRUSH AND SECURE IN 4"x4" MIN. TRENCH WITH COMPACTED BACKFILL MAX. 6" DIAMETER WOODY DEBRIS FOR BARRIER CORE. ALTERNATIVELY TOPSOIL STRIPPINGS MAY BE USED TO FORM THE BARRIER. ANCHOR DOWNHILL EDGE OF FILTER FABRIC WITH STAKES, SANDBAGS, OR EQUIVALENT 2' MIN. HEIGHT 5' MIN. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-36 D.2.1.3.3 VEGETATED STRIP Code: VS Symbol: Purpose Vegetated strips reduce the transport of coarse sediment from a construction site by providing a temporary physical barrier to sediment and reducing the runoff velocities of overland flow. Conditions of Use 1. Vegetated strips may be used downslope of all disturbed areas. 2. Vegetated strips are not intended to treat concentrated flows, nor are they intended to treat substantial amounts of overland flow. Any concentrated flows must be conveyed through the drainage system to a sediment trap or pond. The only circumstance in which overland flow may be treated solely by a strip, rather than by a sediment trap or pond, is when the area draining to the strip is small (see “Criteria for Use as Primary Treatment” in Section D.2.1.3). Design and Installation Specifications 1. The vegetated strip shall consist of a 25-foot minimum width continuous strip of dense vegetation with a permeable topsoil. Grass-covered, landscaped areas are generally not adequate because the volume of sediment overwhelms the grass. Ideally, vegetated strips shall consist of undisturbed native growth with a well-developed soil that allows for infiltration of runoff. 2. The slope within the strip shall not exceed 4H:1V. 3. The uphill boundary of the vegetated strip shall be delineated with clearing limits as specified in Section D.2.1.1. Maintenance Standards 1. Any areas damaged by erosion or construction activity shall be seeded immediately and protected by mulch. 2. If more than 5 feet of the original vegetated strip width has had vegetation removed or is being eroded, sod must be installed using the standards for installation found in Section D.2.1.2.7. If there are indications that concentrated flows are traveling across the buffer, surface water controls must be installed to reduce the flows entering the buffer, or additional perimeter protection must be installed. D.2.1.3.4 TRIANGULAR SILT DIKE (GEOTEXTILE ENCASED CHECK DAM) Code: TSD Symbol: Purpose Triangular silt dikes (TSDs) may be used as check dams, for perimeter protection, for temporary soil stockpile protection, for drop inlet protection, or as a temporary interceptor dike. Silt dikes, if attached to impervious surfaces with tack or other adhesive agent may also be used as temporary wheel wash areas, or concrete washout collection areas. Conditions of Use 1. May be used for temporary check dams in ditches. 2. May be used on soil or pavement with adhesive or staples. 3. TSDs have been used to build temporary sediment ponds, diversion ditches, concrete washout facilities, curbing, water bars, level spreaders, and berms. D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-37 Design and Installation Specifications 1. TSDs must be made of urethane foam sewn into a woven geosynthetic fabric. 2. TSDs are triangular, 10 inches to 14 inches high in the center, with a 20-inch to 28-inch base. A 2-foot apron extends beyond both sides of the triangle along its standard section of 7 feet. A sleeve at one end allows attachment of additional sections as needed 3. Install TSDs with ends curved up to prevent water from flowing around the ends 4. Attach the TSDs and their fabric flaps to the ground with wire staples. Wire staples must be No. 11 gauge wire or stronger and shall be 200 mm to 300 mm in length. 5. When multiple units are installed, the sleeve of fabric at the end of the unit shall overlap the abutting unit and be stapled. 6. TSDs must be located and installed as soon as construction will allow. 7. TSDs must be placed perpendicular to the flow of water. 8. When used as check dams, the leading edge must be secured with rocks, sandbags, or a small key slot and staples. 9. When used in grass-lined ditches and swales, the TSD check dams and accumulated sediment shall be removed when the grass has matured sufficiently to protect the ditch or swale unless the slope of the swale is greater than 4 percent. The area beneath the TSD check dams shall be seeded and mulched immediately after dam removal. Maintenance Standards 1. Triangular silt dikes shall be monitored for performance and sediment accumulation during and after each runoff producing rainfall event. Sediment shall be removed when it reaches one half the height of the silt dike. 2. Anticipate submergence and deposition above the triangular silt dike and erosion from high flows around the edges of the dike/dam. Immediately repair any damage or any undercutting of the dike/dam. D.2.1.3.5 COMPOST BERMS Code: COBE Symbol: Purpose Compost berms are an option to meet the requirements of perimeter protection. Compost berms may reduce the transport of sediment from a construction site by providing a temporary physical barrier to sediment and reducing the runoff velocities of overland flow. Compost berms trap sediment by filtering water passing through the berm and allowing water to pond, creating a settling area for solids behind the berm. Organic materials in the compost can also reduce concentrations of metals and petroleum hydrocarbons from construction runoff. Due to the increase in phosphorous seen in the effluent data from compost berms, they should be used with some cautions in areas that drain to phosphorus sensitive water bodies, and should only be used in Sensitive Lake watersheds, such as Lake Sammamish, with the approval from the City or the local jurisdiction. Conditions of Use 1. Compost berms may be used in most areas requiring sediment or erosion control where runoff is in the form of sheet flow or in areas where silt fence is normally considered acceptable. Compost berms may be used in areas where migration of aquatic life such as turtles and salamanders are impeded by the use of silt fence. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-38 2. Compost berms are not intended to treat concentrated flows, nor are they intended to treat substantial amounts of overland flow. Any concentrated flows must be conveyed via a drainage system to a sediment pond or trap. 3. For purposes of long-term sediment control objectives, berms may be seeded at the time of installation to create an additional vegetated filtering component. Design and Installation Specifications 1. Compost berms shall be applied using a pneumatic blower device or equivalent, to produce a uniform cross-section and berm density. 2. Compost berms shall be triangular in cross-section. The ratio of base to height dimensions shall be 2:1. 3. The minimu m size of a compost berm is a 2-foot base with a 1-foot height. 4. Compost berms shall be sized and spaced as indicated in the table below. SLOPE SLOPE Maximum Slope Length or Berm Spacing (linear feet) Berm Size Required (height x base width) 0% – 2% Flatter than 50:1 250 1 ft x 2 ft 2% – 10% 50:1 – 10:1 125 1 ft x 2 ft 10% – 20% 10:1 – 5:1 100 1 ft x 2 ft 20% – 33% 5:1 – 3:1 75 1 ft x 2 ft 33% – 50% 3:1 – 2:1 50 1.5 ft x 3 ft 5. Compost berms shall not be used on slopes greater than 2H:1V. 6. Compost shall meet criteria in Reference Section 11-C of the SWDM except for the particle size distribution (see Bullet 8). 7. Compost shall be obtained from a supplier meeting the requirements in Reference Section 11-C. 8. Compost particle size distribution shall be as follows: 99% passing a 1 inch sieve, 90% passing a 3/4-inch sieve and a minimum of 70% greater than the 3/8-inch sieve. A total of 98% shall not exceed 3 inches in length. 9. Berms shall be placed on level contours to assist in dissipating flow into sheet flow rather than concentrated flows. Berms shall not be constructed to concentrate runoff or channel water. Sheet flow of water shall be perpendicular to the berm at impact. No concentrated flow shall be directed towards compost berms. 10. Where possible, berms shall be placed 5 feet or more from the toe of slopes to allow space for sediment deposition and collection. 11. In order to prevent water from flowing around the ends of the berms, the ends of the berm shall be constructed pointing upslope so the ends are at a higher elevation than the rest of the berm. 12. A compost blanket extending 10 to 15 feet above the berm is recommended where the surface above the berm is rutted or uneven, to reduce concentrated flow and promote sheet flow into the berm. Maintenance Standards 1. Compost berms shall be regularly inspected to make sure they retain their shape and allow adequate flow-through of stormwater. 2. When construction is completed on site, the berms shall be dispersed for incorporation into the soil or left on top of the site for final seeding to occur. D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-39 3. Any damage to berms must be repaired immediately. Damage includes flattening, compacting, rills, eroded areas due to overtopping. 4. If concentrated flows are evident uphill of the berm, the flows must be intercepted and conveyed to a sediment trap or pond. 5. The uphill side of the berm shall be inspected for signs of the berm clogging and acting as a barrier to flows and causing channelization of flows parallel to the berm. If this occurs, replace the berm or remove the trapped sediment. 6. Sediment that collects behind the berm must be removed when the sediment is more than 6 inches deep. D.2.1.3.6 COMPOST SOCKS Code: COSO Symbol: Purpose Compost socks reduce the transport of sediment from a construction site by providing a temporary physical barrier to sediment-laden water and reducing the runoff velocities of overland flow. Compost socks trap sediment by filtering water that passes through the sock and allows water to pond behind the sock, creating a settling area for solids. Organic materials in the compost also may reduce metal and petroleum hydrocarbon concentrations in construction runoff. Compost socks function similarly to compost berms; however, because the compost is contained in a mesh tube, they are appropriate for both concentrated flow and sheet flow. Compost socks may be used to channel concentrated flow on hard surfaces. Conditions of Use 1. Compost socks may be used in areas requiring sediment or erosion control where runoff is in the form of sheet flow or in areas that silt fence is normally considered acceptable. Compost socks may also be used in sensitive environmental areas where migration of aquatic life, including turtles, salamanders and other aquatic life may be impeded by the used of silt fence. 2. Compost socks are not intended to treat substantial amounts of overland flow. However, compost socks may be subjected to some ponding and concentrated flows. If intended primarily as a filtration device, the socks should be sized and placed so that flows do not overtop the socks. 3. For purposes of long term sediment control objectives, compost socks may be seeded at the time of installation to create an additional vegetated filtering component. Design and Installation Specifications 1. Compost socks shall be produced using a pneumatic blower hose or equivalent to fill a mesh tube with compost to create a uniform cross-section and berm density. 2. Socks shall be filled so they are firmly – packed yet flexible. Upon initial filling, the socks shall be filled to have a round cross-section. Once placed on the ground, it is recommended to apply weight to the sock to improve contact with the underlying surface. This may cause the sock to assume an oval shape. 3. Compost socks shall be a minimum of 8 inches in diameter. Larger diameter socks are recommended for areas where ponding is expected behind the sock. 4. Compost socks shall not be used on slopes greater than 2H:1V. 5. Compost shall meet criteria in Reference Section 11-C of the SWDM, except for the particle size distribution (see Bullet 7). 6. Compost shall be obtained from a supplier meeting the requirements in Reference Section 11-C. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-40 7. Compost particle size distribution shall be as follows: 99% passing a 1-inch sieve, 90% passing a 3/4-inch sieve and a minimum of 70% greater than the 3/8-inch sieve. A total of 98% shall not exceed 3 inches in length. 8. In order to prevent water from flowing around the ends of compost socks, the ends must be pointed upslope so the ends of the socks are at a higher elevation than the remainder of the sock. Maintenance Standards 1. Compost socks shall be regularly inspected to make sure the mesh tube remains undamaged, the socks retain their shape, and allow adequate flow through of surface water. If the mesh tube is torn, it shall be repaired using twine, zip-ties, or wire. Large sections of damaged socks must be replaced. Any damage must be repaired immediately upon discovery of damage. 2. When the sock is no longer needed, the socks shall be cut open and the compost dispersed to be incorporated into the soil or left on top of the soil for final seeding to occur. The mesh material must be disposed of properly as solid waste. If spills of oil, antifreeze, hydraulic fluid, or other equipment fluids have occurred that have saturated the sock, the compost must be disposed of properly as a waste. 3. Sediment must be removed when sediment accumulations are within 3 inches of the top of the sock. D.2.1.4 TRAFFIC AREA STABILIZATION Unsurfaced entrances, roads, and parking areas used by construction traffic shall be stabilized to minimize erosion and tracking of sediment off site. Stabilized construction entrances shall be installed as the first step in clearing and grading. At the City’s discretion, road and parking area stabilization is not required during the dry season (unless dust is a concern) or if the site is underlain by coarse-grained soils. Roads and parking areas shall be stabilized immediately after initial grading. Purpose: The purpose of traffic area stabilization is to reduce the amount of sediment transported off site by construction vehicles and to reduce the erosion of areas disturbed by vehicle traffic. Sediment transported off site onto paved streets is a significant problem because it is difficult to effectively remove, and any sediment not removed ends up in the drainage system. Additionally, sediment on public right-of- way can pose a serious traffic hazard. Construction road and parking area stabilization is important because the combination of wet soil and heavy equipment traffic typically forms a slurry of easily erodible mud. Finally, stabilization also is an excellent form of dust control in the summer months. When to Install: The construction entrance is to be installed as the first step in clearing and grading. Construction road stabilization shall occur immediately after initial grading of the construction roads and parking areas. Measures to Use: There are two types of traffic area stabilization: (1) a stabilized construction entrance and (2) construction road/parking area stabilization. Both measures must be used as specified under “Conditions of Use” for each measure. D.2.1.4.1 STABILIZED CONSTRUCTION ENTRANCE Code: CE Symbol: Purpose Construction entrances are stabilized to reduce the amount of sediment transported onto paved roads by motor vehicles or runoff by constructing a stabilized pad of quarry spalls at entrances to construction sites. D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-41 Conditions of Use Construction entrances shall be stabilized wherever traffic will be leaving a construction site and traveling on paved roads or other paved areas within 1,000 feet of the site. Access and exits shall be limited to one route if possible, or two for linear projects such as roadway where more than one access/exit is necessary for maneuvering large equipment. For residential construction provide stabilized construction entrances for each residence in addition to the main subdivision entrance. Stabilized surfaces shall be of sufficient length/width to provide vehicle access/parking, based on lot size/configuration. Design and Installation Specifications 1. See Figure D.2.1.4.A for details. 2. A separation geotextile shall be placed under the spalls to prevent fine sediment from pumping up into the rock pad. The geotextile shall meet the following standards: Grab Tensile Strength (ASTM D4632) 200 lbs min. Grab Tensile Elongation (ASTM D4632) 30% max.(woven) Puncture Strength (ASTM D6241) 495 lbs min. AOS (ASTM D4751) 20–45 (U.S. standard sieve size) 3. Do not use crushed concrete, cement, or calcium chloride for construction entrance stabilization because these products raise pH levels in stormwater and concrete discharge to surface waters of the State is prohibited. 4. Hog fuel (wood based mulch) may be substituted for or combined with quarry spalls in areas that will not be used for permanent roads. The effectiveness of hog fuel is highly variable, but it has been used successfully on many sites. It generally requires more maintenance than quarry spalls. Hog fuel is not recommended for entrance stabilization in urban areas. The inspector may at any time require the use of quarry spalls if the hog fuel is not preventing sediment from being tracked onto pavement or if the hog fuel is being carried onto pavement. Hog fuel is prohibited in permanent roadbeds because organics in the subgrade soils cause difficulties with compaction. 5. Fencing (see Section D.2.1.1) shall be installed as necessary to restrict traffic to the construction entrance. 6. Whenever possible, the entrance shall be constructed on a firm, compacted subgrade. This can substantially increase the effectiveness of the pad and reduce the need for maintenance. Maintenance Standards 1. Quarry spalls (or hog fuel) shall be added if the pad is no longer in accordance with the specifications. 2. If the entrance is not preventing sediment from being tracked onto pavement, then alternative measures to keep the streets free of sediment shall be used. This may include street sweeping, an increase in the dimensions of the entrance, or the installation of a wheel wash. If washing is used, it shall be done on an area covered with crushed rock, and wash water shall drain to a sediment trap or pond. 3. Any sediment that is tracked onto pavement shall be removed immediately by sweeping. The sediment collected by sweeping shall be removed or stabilized on site. The pavement shall not be cleaned by washing down the street, except when sweeping is ineffective and there is a threat to public safety. If it is necessary to wash the streets, a small sump must be constructed. The sediment would then be washed into the sump where it can be controlled. Wash water must be pumped back onto the site and cannot discharge to systems tributary to surface waters. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-42 4. Any quarry spalls that are loosened from the pad and end up on the roadway shall be removed immediately. 5. If vehicles are entering or exiting the site at points other than the construction entrance(s), fencing (see Section D.2.1.1) shall be installed to control traffic. FIGURE D.2.1.4.A SCHEMATIC REPRESENTATION OF A STABILIZED CONSTRUCTION ENTRANCE D.2.1.4.2 CONSTRUCTION ROAD/PARKING AREA STABILIZATION Code: CRS Symbol: Purpose Stabilizing subdivision roads, parking areas and other onsite vehicle transportation routes immediately after grading reduces erosion caused by construction traffic or runoff. Conditions of Use 1. Roads or parking areas shall be stabilized wherever they are constructed, whether permanent or temporary, for use by construction traffic. 2. Fencing (see Section D.2.1.1) shall be installed, if necessary, to limit the access of vehicles to only those roads and parking areas that are stabilized. Design and Installation Specifications 1. A 6-inch depth of 2- to 4-inch crushed rock, gravel base, or crushed surfacing base course shall be applied immediately after grading or utility installation. A 4-inch course of asphalt treated base (ATB) may also be used, or the road/parking area may be paved. It may also be possible to use cement or •PER KING COUNTY ROAD DESIGN AND CONSTRUCTION STANDARDS (KCRDCS), DRIVEWAYS SHALL BE PAVED TO EDGE OF R-O-W PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY. •IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE PAD. 12" MIN. THICKNESS PROVIDE FULL WIDTH OF INGRESS/EGRESS AREA IF A ROADSIDE DITCH IS PRESENT, INSTALL DRIVEWAY CULVERT PER KCRDCS GEOTEXTILE 4"- 8" QUARRY SPALLS R=25' MIN. 100' M I N . EXISTI N G R O A D 15' MIN. NOTES: D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-43 calcium chloride for soil stabilization. If the area will not be used for permanent roads, parking areas, or structures, a 6-inch depth of hog fuel may also be used, but this is likely to require more maintenance. Whenever possible, construction roads and parking areas shall be placed on a firm, compacted subgrade. Note: If the area will be used for permanent road or parking installation later in the project, the subgrade will be subject to inspection. 2. Temporary road gradients shall not exceed 15 percent. Roadways shall be carefully graded to drain transversely. Drainage ditches shall be provided on each side of the roadway in the case of a crowned section, or on one side in the case of a super-elevated section. Drainage ditches shall be designed in accordance with the standards given in Section D.2.1.6.4 and directed to a sediment pond or trap. 3. Rather than relying on ditches, it may also be possible to grade the road so that runoff sheet-flows into a heavily vegetated area with a well-developed topsoil. Landscaped areas are not adequate. If this area has at least 50 feet of vegetation, then it is generally preferable to use the vegetation to treat runoff, rather than a sediment pond or trap. The 50 feet shall not include vegetated wetlands. If runoff is allowed to sheet flow through adjacent vegetated areas, it is vital to design the roadways and parking areas so that no concentrated runoff is created. 4. In order to control construction traffic, the City may require that signs be erected on site informing construction personnel that vehicles, other than those performing clearing and grading, are restricted to stabilized areas. 5. If construction roads do not adequately reduce trackout to adjacent property or roadways, a wheel wash system will be required. Maintenance Standards Crushed rock, gravel base, hog fuel, etc., shall be added as required to maintain a stable driving surface and to stabilize any areas that have eroded. D.2.1.4.3 WHEEL WASH Code: WW Symbol: Purpose Wheel wash systems reduce the amount of sediment transported onto paved roadways and into surface water systems by construction vehicles. Conditions of Use When a stabilized construction entrance is not preventing sediment from being tracked onto pavement: • Wheel washing is generally an effective erosion and sediment control method and BMP when installed with careful attention to topography. For example, a wheel wash can be detrimental if installed at the top of a slope abutting a right-of-way where the water from the dripping truck wheels and undercarriage can run unimpeded into the street. • Pressure washing combined with an adequately sized and properly surfaced wash pad with direct drainage discharge to a large 10-foot x 10-foot sump can be very effective. Design and Installation Specifications A suggested detail is shown in Figure D.2.1.4.B. 1. A minimum of 6 inches of asphalt treated base (ATB) over crushed base material or 8 inches over a good subgrade is recommended to pave the wheel wash area. 2. Use a low clearance truck to test the wheel wash before paving. Either a belly dump or lowboy will work well to test clearance. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-44 3. Keep the water level from 12 to 14 inches deep to avoid damage to truck hubs and filling the truck tongues with water. 4. Midpoint spray nozzles are only needed in very muddy conditions. 5. Wheel wash systems should be designed with a small grade change, 6 to 12 inches for a 10-foot-wide pond, to allow sediment to flow to the low side of the pond and to help prevent re-suspension of sediment. 6. A drainpipe with a 2- to 3-foot riser should be installed on the low side of the wheel wash pond to allow for easy cleaning and refilling. Polymers may be used to promote coagulation and flocculation in a closed-loop system. 7. Polyacrylamide (PAM) added to the wheel washwater at a rate of 0.25 to 0.5 pounds per 1,000 gallons of water increases effectiveness and reduces cleanup time. If PAM is already being used for dust or erosion control and is being applied by a water truck, the same truck may be used to change the washwater. Maintenance Standards 1. The wheel wash should start out each day with clean, fresh water. 2. The washwater should be changed a minimum of once per day. On large earthwork jobs where more than 10 to 20 trucks per hour are expected, the washwater will need to be changed more often. 3. Wheel wash or tire bath wastewater shall be discharged to a separate onsite treatment system, such as a closed-loop recirculation system or land application, or to the sanitary sewer system with proper approval and/or permits from King County and the City of Renton. D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-45 FIGURE D.2.1.4.B WHEEL WASH AND PAVED CONSTRUCTION ENTRANCE 2% SLOPE 15'15'20'15'50' 18' 12' 3' 5' BUILD 8'x8' SUMP TO ACCOMODATE CLEANING BY TRACKHOE.SECTION A-A NTS 8'x8' SUMP, SEE NOTE LOCATE INVERT OF TOP PIPE 1' ABOVE BOTTOM OF WHEEL WASH DRAIN PIPE 1:1 SLOPE WATER LEVEL ELEVATION VIEW NTS PLAN VIEW NTS 6" SLEEVE CURB ASPHALT CURB ON THE LOW ROAD SIDE TO DIRECT WATER BACK TO POND 6" ATB CONSTRUCTION ENTRANCE 1-1/2" SCHEDULE 40 FOR SPRAYERS 2% SLOPE MIDPOINT SPRAY NOZZLES, IF NEEDED 3" TRASH PUMP WITH FLOATS ON SUCTION HOSE 2" SCHEDULE 40 6" SLEEVE UNDER ROAD 8'x8' SUMP WITH 5' OF CATCH 6" SEWER PIPE WITH BUTTERFLY VALVES 1:1 SLOPE A A 5:1 SLOPE 5:1 SLOPE 15' ATB APRON TO PROTECT GROUND FROM SPLASHING WATER BALL VALVES NOTE: SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-46 D.2.1.5 SEDIMENT RETENTION Surface water collected from disturbed areas of the site shall be routed through a sediment pond or trap prior to release from the site. An exception is for areas at the perimeter of the site with drainage areas small enough to be treated solely with perimeter protection (see Section D.2.1.3). Also, if the soils and topography are such that no offsite discharge of surface water is anticipated up to and including the developed 2-year runoff event, sediment ponds and traps are not required. A 10-year peak flow using the approved model with 15-minute time steps shall be used for sediment pond/trap sizing if the project size, expected timing and duration of construction, or downstream conditions warrant a higher level of protection (see below). At the City’s discretion, sites may be worked during the dry season without sediment ponds and traps if there is some other form of protection of surface waters, such as a 100-foot forested buffer between the disturbed areas and adjacent surface waters. For small sites, use the criteria defined in Section D.2.1.3, Perimeter Protection to determine minimum flow path length. If the site work has to be extended into the wet season, a back-up plan must be identified in the CSWPP plan and implemented. Protection of catch basins is required for inlets that are likely to be impacted by sediment generated by the project and that do not drain to an onsite sediment pond or trap. Sediment retention facilities shall be installed prior to grading of any contributing area and shall be located so as to avoid interference with the movement of juvenile salmonids attempting to enter off-channel areas or drainages. Purpose: The purpose of sediment retention facilities is to remove sediment from runoff generated from disturbed areas. When to Install: The facilities shall be constructed as the first step in the clearing and grading of the site. The surface water conveyances may then be connected to the facilities as site development proceeds. Measures to Use: There are three sediment retention measures in this section. The first two, sediment traps and ponds, serve the same function but for different size catchments. All runoff from disturbed areas must be routed through a trap or pond except for very small areas at the perimeter of the site small enough to be treated solely with perimeter protection (see Section D.2.1.3). The third measure is for catch basin protection. It is only to be used in limited circumstances and is not a primary sediment treatment facility. It is only intended as a backup in the event of failure of other onsite systems. Use of Permanent Drainage Facilities: All projects that are constructing permanent facilities for runoff quantity control are strongly encouraged to use the rough-graded or final-graded permanent facilities for ponds and traps. This includes combined facilities and infiltration facilities. When permanent facilities are used as temporary sedimentation facilities, the surface area requirements of sediment traps (for drainages less than 3 acres) or sediment ponds (more than 3 acres) must be met. If the surface area requirements are larger than the surface area of the permanent facility, then the pond shall be enlarged to comply with the surface area requirement. The permanent pond shall also be divided into two cells as required for sediment ponds. Either a permanent control structure or the temporary control structure described in Section D.2.1.5.2 may be used. If a permanent control structure is used, it may be advisable to partially restrict the lower orifice with gravel to increase residence time while still allowing dewatering of the pond. If infiltration facilities are to be used, the sides and bottom of the facility must only be rough excavated to a minimum of three feet above final grade. Excavation should be done with a backhoe working at “arm’s length” to minimize disturbance and compaction of the infiltration surface. Additionally, any required pretreatment facilities shall be fully constructed prior to any release of sediment-laden water to the facility. Pretreatment and shallow excavation are intended to prevent the clogging of soil with fines. Final grading of the infiltration facility shall occur only when all contributing drainage areas are fully stabilized (see Section D.2.4.5). Selection of the Design Storm: In most circumstances, the developed condition 2-year peak flow using the approved model with 15-minute time steps is sufficient for calculating surface area for ponds and traps and for determining exemptions from the sediment retention and surface water collection requirements (Sections D.2.1.5 and D.2.1.6, respectively). In some circumstances, however, the approved model 10-year 15-minute peak flow should be used. Examples of such circumstances include the following: D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-47 • Sites that are within ¼ mile of salmonid streams, wetlands, and designated sensitive lakes such as Lake Sammamish • Sites where significant clearing and grading is likely to occur during the wet season • Sites with downstream erosion or sedimentation problems. Natural Vegetation: Whenever possible, sediment-laden water shall be discharged into onsite, relatively level, vegetated areas. This is the only way to effectively remove fine particles from runoff. This can be particularly useful after initial treatment in a sediment retention facility. The areas of release must be evaluated on a site-by-site basis in order to determine appropriate locations for and methods of releasing runoff. Vegetated wetlands shall not be used for this purpose. Frequently, it may be possible to pump water from the collection point at the downhill end of the site to an upslope vegetated area. Pumping shall only augment the treatment system, not replace it because of the possibility of pump failure or runoff volume in excess of pump capacity. D.2.1.5.1 SEDIMENT TRAP Code: ST Symbol: Purpose Sediment traps remove sediment from runoff originating from disturbed areas of the site. Sediment traps are typically designed to only remove sediment as small as medium silt (0.02 mm). As a consequence, they usually only result in a small reduction in turbidity. Conditions of Use A sediment trap shall be used where the contributing drainage area is 3 acres or less. Design and Installation Specifications 1. See Figure D.2.1.5.A for details. 2. If permanent runoff control facilities are part of the project, they should be used for sediment retention (see “Use of Permanent Drainage Facilities” in Section D.2.1.5). 3. To determine the trap geometry, first calculate the design surface area (SA) of the trap, measured at the invert of the weir. Use the following equation: SA = FS(Q2/Vs) where Q2 = Design inflow (cfs) from the contributing drainage area based on the developed condition 2-year or 10-year peak discharge using the approved model with 15-minute time steps as computed in the hydrologic analysis. The approved model 10-year 15-minute peak flow shall be used if the project size, expected timing and duration of construction, or downstream conditions warrant a higher level of protection, or if the pond discharge path leaves the site (note provisions must made to prevent increases in the existing site conditions 2-year and 10-year runoff peaks discharging from the project site during construction, see Section D.3.9, Flow Control). If no hydrologic analysis is required, the Rational Method may be used (Section 3.2.1 of the SWDM). Vs = The settling velocity (ft/sec) of the soil particle of interest. The 0.02 mm (medium silt) particle with an assumed density of 2.65 g/cm3 has been selected as the particle of interest and has a settling velocity (Vs) of 0.00096 ft/sec. FS = A safety factor of 2 to account for non-ideal settling. Therefore, the equation for computing surface area becomes: SA = 2 x Q2/0.00096 or 2080 square feet per cfs of inflow SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-48 Note: Even if permanent facilities are used, they must still have a surface area that is at least as large as that derived from the above formula. If they do not, the pond must be enlarged. 4. To aid in determining sediment depth, all traps shall have a staff gage with a prominent mark one foot above the bottom of the trap. Maintenance Standards 1. Sediment shall be removed from the trap when it reaches 1 foot in depth. 2. Any damage to the trap embankments or slopes shall be repaired. FIGURE D.2.1.5.A SEDIMENT TRAP NOTE: TRAP MAY BE FORMED BY BERM OR BY PARTIAL OR COMPLETE EXCAVATION 3 H : 1 V M A X . FLAT BOTTOM 1' MIN. 18" MIN. 1' MIN. 1' MIN. DEPTH OVERFLOW SPILLWAY CROSS SECTION TRAP OUTLET NATIVE SOIL OR COMPACTED BACKFILL GEOTEXTILE 6' MIN. MIN.1' DEPTH 2"-4" ROCK MIN. 1' DEPTH 3/4"-1 1/2" WASHED GRAVEL 4' MIN. 3.5'-5' SURFACE AREA DETERMINED AT TOP OF WEIR DISCHARGE TO STABILIZED CONVEYANCE, OUTLET OR LEVEL SPREADER 3/4"-1 1/2" WASHED GRAVEL GEOTEXTILE 2"-4" ROCK RIPRAP 1' MIN. OVERFLOW D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-49 D.2.1.5.2 SEDIMENT POND Code: SP Symbol: Purpose Sediment ponds remove sediment from runoff originating from disturbed areas of the site. Sediment ponds are typically designed to only remove sediment as small as medium silt (0.02 mm). As a consequence, they usually reduce turbidity only slightly. Conditions of Use A sediment pond shall be used where the contributing drainage area is 3 acres or more. Design and Installation Specifications 1. See Figure D.2.1.5.B, Figure D.2.1.5.C, and Figure D.2.1.5.D for details. 2. If permanent runoff control facilities are part of the project, they should be used for sediment retention (see “Use of Permanent Drainage Facilities” in Section D.2.1.5). Determining Pond Geometry 1. Obtain the discharge from the hydrologic calculations for the 2-year and 10-year peak flows using the approved model with 15-minute time steps (Q2 and Q10). The approved model 10-year 15-minute peak flow shall be used if the project size, expected timing and duration of construction, or downstream conditions warrant a higher level of protection, or if the pond discharge path leaves the site (note provisions must made to prevent increases in the existing site conditions 2-year and 10-year runoff peaks discharging from the project site during construction, see Section D.3.9, Flow Control). If no hydrologic analysis is required, the Rational Method may be used (Section 3.2.1 of the SWDM). 2. Determine the required surface area at the top of the riser pipe with the equation: SA = 2 x Q10/0.00096 or 2080 square feet per cfs of inflow See Section D.2.1.5.1 for more information on the derivation of the surface area calculation. 3. The basic geometry of the pond can now be determined using the following design criteria: • Required surface area SA (from Step 2 above) at top of riser • Minimum 3.5-foot depth from top of riser to bottom of pond • Maximum 3:1 interior side slopes and maximum 2:1 exterior slopes. The interior slopes may be increased to a maximum of 2:1 if fencing is provided at or above the maximum water surface • One foot of freeboard between the top of the riser and the crest of the emergency spillway • Flat bottom • Minimum one foot deep spillway • Length-to-width ratio between 3:1 and 6:1. Sizing of Discharge Mechanisms Principal Spillway: Determine the required diameter for the principal spillway (riser pipe). The diameter shall be the minimum necessary to pass the developed condition 10-year peak flow using the approved model with 15-minute time steps (Q10). Use Figure 5.1.4.H (SWDM Chapter 5) to determine this diameter (h = one foot). Note: A permanent control structure may be used instead of a temporary riser. Emergency Overflow Spillway: Determine the required size and design of the emergency overflow spillway for the developed condition 100-year approved model 15-minute peak flow using the procedure in Section 5.1.1 (“Emergency Overflow Spillway” subsection) of the SWDM. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-50 Dewatering Orifice: Determine the size of the dewatering orifice(s) (minimum 1-inch diameter) using a modified version of the discharge equation for a vertical orifice and a basic equation for the area of a circular orifice. 1. Determine the required area of the orifice with the following equation: hATg hAA sso)10(81.43600x6.0 )2(6 5.0 5.0 −== where Ao = orifice area (square feet) As = pond surface area (square feet) h = head of water above orifice (height of riser in feet) T = dewatering time (24 hours) g = acceleration of gravity (32.2 feet/second2) 2. Convert the required surface area to the required diameter D (inches) of the orifice: o o AADx54.13x24==π 3. The vertical, perforated tubing connected to the dewatering orifice must be at least 2 inches larger in diameter than the orifice to improve flow characteristics. The size and number of perforations in the tubing should be large enough so that the tubing does not restrict flow. The flow rate should be controlled by the orifice. Additional Design Specifications • The pond shall be divided into two roughly equal volume cells by a permeable divider that will reduce turbulence while allowing movement of water between cells. The divider shall be at least one- half the height of the riser and a minimum of one foot below the top of the riser. Wire-backed, 2- to 3- foot high, extra strength filter fabric (see Section D.2.1.3.1) supported by treated 4″ x 4″s may be used as a divider. Alternatively, staked straw bales wrapped with filter fabric (geotextile) may be used. • If the pond is more than 6 feet deep, a different mechanism must be proposed. A riprap embankment is one acceptable method of separation for deeper ponds. Other designs that satisfy the intent of this provision are allowed as long as the divider is permeable, structurally sound, and designed to prevent erosion under or around the barrier. • To aid in determining sediment depth, one-foot intervals shall be prominently marked on the riser. • If an embankment of more than 6 feet is proposed, the pond must comply with the criteria under “Embankments” in Section 5.1.1 of the Surface Water Design Manual. Maintenance Standards 1. Sediment shall be removed from the pond when it reaches 1 foot in depth. 2. Any damage to the pond embankments or slopes shall be repaired. D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-51 FIGURE D.2.1.5.B SEDIMENT POND PLAN VIEW FIGURE D.2.1.5.C SEDIMENT POND CROSS SECTION INFLOW NOTE: POND MAY BE FORMED BY BERM OR BY PARTIAL OR COMPLETE EXCAVATION DISCHARGE TO STABILIZED CONVEYANCE, OUTLET OR LEVEL SPREADER EMERGENCY OVERFLOW SPILLWAY KEY DIVIDER INTO SLOPE TO PREVENT FLOW AROUND SIDES THE POND LENGTH SHALL BE 3 TO 6 TIMES THE MAXIMUM POND WIDTH SILT FENCE OR EQUIVALENT DIVIDER RISER PIPE POND LENGTH 3H : 1V MAX . RISER PIPE (PRINCIPAL SPILLWAY) OPEN AT TOP WITH TRASH RACK PER FIG. 5.1.1.C DEWATERING DEVICE (SEE RISER DETAIL) 2H : 1VMAX.3H:1VMAX.WIRE-BACKED SILT FENCE, STAKED STRAW BALES WRAPPED WITH FILTER FABRIC, OR EQUIVALENT DIVIDER CONCRETE BASE (SEE RISER DETAIL) DISCHARGE TO STABILIZED CONVEYANCE, OUTLET OR LEVEL SPREADER DEWATERING ORIFICE CREST OF EMERGENCY SPILLWAY 1' 6' MIN. BERM WIDTH EMBANKMENT COMPACTED 95% MODIFIED PROCTOR. PERVIOUS MATERIALS SUCH AS GRAVEL OR CLEAN SAND SHALL NOT BE USED. 1' MIN. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-52 FIGURE D.2.1.5.D SEDIMENT POND RISER DETAIL D.2.1.5.3 STORM DRAIN INLET PROTECTION Code: FFP or CBI or CBP Symbol: or or Purpose Storm drain inlets are protected to prevent coarse sediment from entering storm drainage systems. Temporary devices around storm drains assist in improving the quality of water discharged to inlets or catch basins by ponding sediment-laden water. These devices are effective only for relatively small drainage areas. Conditions of Use 1. Protection shall be provided for all storm drain inlets downslope and within 500 feet of a disturbed or construction area, unless the runoff that enters the catch basin will be conveyed to a sediment pond or trap. 2. Inlet protection may be used anywhere at the applicant’s discretion to protect the drainage system. This will, however, require more maintenance, and it is highly likely that the drainage system will still require some cleaning. 3. The contributing drainage area must not be larger than one acre. Design and Installation Specifications 1. There are many options for protecting storm drain inlets. Two commonly used options are filter fabric protection and catch basin inserts. Filter fabric protection (see Figure D.2.1.5.E) is filter fabric (geotextile) placed over the grate. This method is generally very ineffective and requires intense maintenance efforts. Catch basin inserts (see Figure D.2.1.5.F) are manufactured devices that nest inside a catch basin. This method also requires a high frequency of maintenance to be effective. Both options provide adequate protection, but filter fabric is likely to result in ponding of water above the 3.5' MIN. 18" MIN. 2X RISER DIA. MIN. CORRUGATED METAL RISER CONCRETE BASE ALTERNATIVELY, METAL STAKES AND WIRE MAY BE USED TO PREVENT FLOTATION DEWATERING ORIFICE, SCHEDULE 40 STEEL STUB MIN. DIAMETER AS PER CALCULATIONS 6" MIN. PROVIDE ADEQUATE STRAPPING POLYETHYLENE CAP PERFORATED DEWATERING DEVICE, SEE NOTE WATERTIGHT COUPLING TACK WELD NOTE: PERFORATED CORRUGATED POLYETHYLENE (CPE) DRAINAGE TUBING, DIAMETER MIN. 2" LARGER THAN DEWATERING ORIFICE. TUBING SHALL COMPLY WITH ASTM F667 AND AASHTO M294. D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-53 catch basin, while the insert will not. Thus, filter fabric is only allowed where ponding will not be a traffic concern and where slope erosion will not result if the curb is overtopped by ponded water. Trapping sediment in the catch basins is unlikely to improve the water quality of runoff if it is treated in a pond or trap because the coarse particles that are trapped at the catch basin settle out very quickly in the pond or trap. Catch basin protection normally only improves water quality where there is no treatment facility downstream. In these circumstances, catch basin protection is an important last line of defense. It is not, however, a substitute for preventing erosion. The placement of filter fabric under grates is generally prohibited and the use of filter fabric over grates is strictly limited and discouraged. 2. It is sometimes possible to construct a small sump around the catch basin before final surfacing of the road. This is allowed because it can be a very effective method of sediment control. 3. Block and gravel filters, gravel and wire mesh filter barriers, and bag barriers filled with various filtering media placed around catch basins can be effective when the drainage area is 1 acre or less and flows do not exceed 0.5 cfs. It is necessary to allow for overtopping to prevent flooding. Many manufacturers have various inlet protection filters that are very effective in keeping sediment-laden water from entering the storm drainage system. The following are examples of a few common methods. a) Block and gravel filters (Figure D.2.1.5.G) are a barrier formed around an inlet with standard concrete block and gravel, installed as follows: • Height is 1 to 2 feet above the inlet. • Recess the first row of blocks 2 inches into the ground for stability. • Support subsequent rows by placing a 2x4 through the concrete block opening. • Do not use mortar. • Lay some blocks in the bottom row on their side for dewatering the pooled water. • Place cloth or mesh with ½ inch openings over all block openings. • Place gravel below the top of blocks on slopes of 2:1 or flatter. • An alternate design is a gravel donut. b) Gravel and wire mesh filters consist of a gravel barrier placed over the top of an inlet. This structure generally does not provide overflow. Install as follows: • Cloth or comparable wire mesh with ½ inch openings is placed over inlet. • Coarse aggregate covers the cloth or mesh. • Height/depth of gravel should be 1 foot or more, 18 inches wider than inlet on all sides. c) Curb inlet protection with a wooden weir is a barrier formed around an inlet with a wooden frame and gravel, installed as follows: • Construct a frame and attach wire mesh (½ inch openings) and filter fabric to the frame. • Pile coarse washed aggregate against the wire/fabric. • Place weight on frame anchors. d) Curb and gutter sediment barriers (Figure D.2.1.5.H) consist of sandbags or rock berms (riprap and aggregate) 3 feet high and 3 feet wide in a horseshoe shape, installed as follows: • Bags of either burlap or woven geotextile fabric, filled with a variety of media such as gravel, wood chips, compost or sand stacked tightly allows water to pond and allows sediment to separate from runoff. • Leave a “one bag gap” in the top row of the barrier to provide a spillway for overflow. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-54 • Construct a horseshoe shaped berm, faced with coarse aggregate if using riprap, 3 x 3 and at least 2 feet from the inlet. • Construct a horseshoe shaped sedimentation trap on the outside of the berm to sediment trap standards for protecting a culvert inlet. 4. Excavated drop inlet sediment traps are appropriate where relatively heavy flows are expected and overflow capability is needed. If emergency overflow is provided, additional end-of-pipe treatment may be required. Excavated drop inlets consist of an excavated impoundment area around a storm drain. Sediment settles out of the stormwater prior to enter the drain. Install according to the following specifications: a) The impoundment area should have a depth of 1 to 2 feet measured from the crest of the inlet structure. b) Side slopes of the excavated area must be no steeper than 2:1. c) Minimum volume of the excavated area should be 35 cubic yards. d) Install provisions for draining the area to prevent standing water problems. e) Keep the area clear of debris. f) Weep holes may be drilled into the side of the inlet. g) Protect weep holes with wire mesh and washed aggregate. h) Weep holes must be sealed when removing and stabilizing excavated area. i) A temporary dike may be necessary on the down slope side of the structure to prevent bypass flow. Maintenance Standards 1. Any accumulated sediment on or around inlet protection shall be removed immediately. Sediment shall not be removed with water, and all sediment must be disposed of as fill on site or hauled off site. 2. Any sediment in the catch basin insert shall be removed when the sediment has filled one-third of the available storage. The filter media for the insert shall be cleaned or replaced at least monthly. 3. Regular maintenance is critical for all forms of catch basin/inlet protection. Unlike many forms of protection that fail gradually, catch basin protection will fail suddenly and completely if not maintained properly. FIGURE D.2.1.5.E FILTER FABRIC PROTECTION CATCH BASIN NOTE: ONLY TO BE USED WHERE PONDING OF WATER ABOVE THE CATCH BASIN WILL NOT CAUSE TRAFFIC PROBLEMS AND WHERE OVERFLOW WILL NOT RESULT IN EROSION OF SLOPES. GRATE STANDARD STRENGTH FILTER FABRIC D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-55 FIGURE D.2.1.5.F CATCH BASIN INSERT NOTE: THIS DETAIL IS ONLY SCHEMATIC. ANY INSERT IS ALLOWED THAT HAS: •A MIN. 0.5 C.F. OF STORAGE, •THE MEANS TO DEWATER THE STORED SEDIMENT, •AN OVERFLOW, AND •CAN BE EASILY MAINTAINED. OVERFLOW GRATECATCH BASIN POROUS BOTTOM SOLID WALLS FILTER MEDIA FOR DEWATERING SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-56 FIGURE D.2.1.5.G BLOCK AND GRAVEL CURB INLET PROTECTION 1.USE BLOCK AND GRAVEL TYPE SEDIMENT BARRIER WHEN CURB INLET IS LOCATED IN GENTLY SLOPING SEGMENT, WHERE WATER CAN POND AND ALLOW SEDIMENT TO SEPARATE FROM RUNOFF. 2.BARRIER SHALL ALLOW FOR OVERFLOW FROM SEVERE STORM EVENT. 3.INSPECT BARRIERS AND REMOVE SEDIMENT AFTER EACH STORM EVENT. SEDIMENT AND GRAVEL MUST BE REMOVED FROM THE TRAVELED WAY IMMEDIATELY. 2x4 WOOD STUD OVERFLOW WATER A A PLAN VIEW NTS SECTION A-A NTS BLOCK AND GRAVEL CURB INLET PROTECTION NTS CATCH BASIN COVER CURB INLET CONCRETE BLOCKS CATCH BASIN COVER CURB INLET CATCH BASIN BACK OF SIDEWALK CURB FACE 3/4" DRAIN GRAVEL (20 mm) WIRE SCREEN OR FILTER FABRIC POND HEIGHT WIRE SCREEN OR FILTER FABRIC 2x4 WOOD STUD (100x50 TIMBER STUD) 3/4" DRAIN GRAVEL (20 mm) NOTES: D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-57 FIGURE D.2.1.5.H CURB AND GUTTER BARRIER PROTECTION RUNOFF RUNOFF SPILLWAY 1.PLACE CURB-TYPE SEDIMENT BARRIERS ON GENTLY SLOPING STREET SEGMENTS, WHERE WATER CAN POND AND ALLOW SEDIMENT TO SEPARATE FROM RUNOFF. 2.SANDBAGS OF EITHER BURLAP OR WOVEN GEOTEXTILE FABRIC ARE FILLED WITH GRAVEL, LAYERED AND PACKED TIGHTLY. 3.LEAVE A ONE-SANDBAG GAP IN THE TOP ROW TO PROVIDE A SPILLWAY FOR OVERFLOW. 4.INSPECT BARRIERS AND REMOVE SEDIMENT AFTER EACH STORM EVENT. SEDIMENT AND GRAVEL MUST BE REMOVED FROM THE TRAVELED WAY IMMEDIATELY. GRAVEL FILLED SANDBAGS STACKED TIGHTLY DRAIN GRATE GUTTER CURB FACE CURB INLET SANDBAGS TO OVERLAP ONTO CURB BACK OF SIDEWALK PLAN VIEW NTS CURB AND GUTTER BARRIER NTS NOTES: SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-58 D.2.1.6 SURFACE WATER COLLECTION All surface water from disturbed areas shall be intercepted, conveyed to a sediment pond or trap, and discharged downslope of any disturbed areas. An exception is for areas at the perimeter of the site with drainage areas small enough to be treated solely with perimeter protection (see Section D.2.1.3). Also, if the soils and topography are such that no offsite discharge of surface water is anticipated up to and including the developed 2-year runoff event, surface water controls are not required. A 10-year approved model 15-minute peak flow shall be used for sizing surface water controls if the project size, expected timing and duration of construction, or downstream conditions warrant a higher level of protection (see the introduction to Section D.2.1.5). At the City’s discretion, sites may be worked during the dry season without surface water controls, if there is some other form of protection of surface waters, such as a 100-foot forested buffer between the disturbed areas and adjacent surface waters. Significant sources of upslope surface water that drain onto disturbed areas shall be intercepted and conveyed to a stabilized discharge point downslope of the disturbed areas. Surface water controls shall be installed concurrently with rough grading. Purpose: The purpose of surface water control is to collect and convey surface water so that erosion is minimized, and runoff from disturbed areas is treated by a sediment pond or trap. Surface water control essentially consists of three elements: 1. Interception of runoff on and above slopes 2. Conveyance of the runoff to a sediment pond or trap (if the runoff was collected from a disturbed area) 3. Release of the runoff downslope of any disturbed areas. When to Install: Surface water controls shall be constructed during the initial grading of an area and must be in place before there is any opportunity for storm runoff to cause erosion. Measures to Install: Interceptor dikes/swales intercept runoff, ditches and pipe slope drains convey the runoff, and riprap or level spreaders help release the runoff in a non-erosive manner. Each measure is to be used under different circumstances so there is very little overlap. However, the two options for releasing water in a non-erosive manner, outlet protection and level spreaders, can be somewhat interchangeable. See Figure D.2.1.6.A for a schematic drawing demonstrating the use of these measures. D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-59 FIGURE D.2.1.6.A SKETCH PLAN OF SURFACE WATER CONTROLS D.2.1.6.1 INTERCEPTOR DIKE AND SWALE Code: ID or IS Symbol: or Purpose Interceptor dikes and swales intercept storm runoff from drainage areas on or above disturbed slopes and convey it to a sediment pond or trap. They may also be used to intercept runoff from undisturbed areas and convey the runoff to a point below any exposed soils. Interception of surface water reduces the possibility of slope erosion. Interceptor dikes and swales differ from ditches (see Section D.2.1.6.4) in that they are intended to convey smaller flows along low-gradient drainage ways to larger conveyance systems such as ditches or pipe slope drains. Conditions of Use Interceptor dikes and swales are required in the following situations: 1. At the top of all slopes in excess of 3H:1V and with more than 20 feet of vertical relief. 2. At intervals on any slope that exceeds the dimensions specified in this section for the horizontal spacing of dikes and swales. Design and Installation Specifications 1. See Figure D.2.1.6.B for details of an interceptor dike and Figure D.2.1.6.C for an interceptor swale. 2. Interceptor dikes and swales shall be spaced horizontally as follows: Average Slope Slope Percent Flowpath Length 20H:1V or less 3–5% 300 feet (10 to 20)H:1V 5–10% 200 feet (4 to 10)H:1V 10–25% 100 feet (2 to 4)H:1V 25–50% 50 feet INTERCEPTOR DIKE TOP OF SLOPE TOE OF SLOPE OUTLET PROTECTION DITCH SEDIMENT POND SILT FENCE STREAM PIPE SLOPE DRAIN FLOW ID PD ID OP DI SP SF SF OP SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-60 3. For slopes steeper than 2H:1V with more than 10 feet of vertical relief, benches may be constructed or closer spaced interceptor dikes or swales may be used. Whichever measure is chosen, the spacing and capacity of the measures must be designed by the engineer and the design must include provisions for effectively intercepting the high velocity runoff associated with steep slopes. 4. If the dike or swale intercepts runoff from disturbed areas, it shall discharge to a stable conveyance system that routes the runoff to a sediment pond or trap (see Section D.2.1.5). If the dike or swale intercepts runoff that originates from undisturbed areas, it shall discharge to a stable conveyance system that routes the runoff downslope of any disturbed areas and releases the water at a stabilized outlet. 5. Construction traffic over temporary dikes and swales shall be minimized. Maintenance Standards 1. Damage resulting from runoff or construction activity shall be repaired immediately. 2. If the facilities do not regularly retain storm runoff, the capacity and/or frequency of the dikes/swales shall be increased. FIGURE D.2.1.6.B INTERCEPTOR DIKE FIGURE D.2.1.6.C INTERCEPTOR SWALE DIKE SPACING DEPENDS ON SLOPE GRADIENT 2' MIN.18" MIN. 2 MAX. 12 MAX. 1 DIKE MATERIAL COMPACTED 90% MODIFIED PROCTOR SWALE SPACING DEPENDS ON SLOPE GRADIENT 2' MIN. 1' MIN. LEVEL BOTTOM 2:1 MAX. SLOPE D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-61 D.2.1.6.2 PIPE SLOPE DRAINS Code: PD Symbol: Purpose Pipe slope drains are designed to carry concentrated runoff down steep slopes without causing erosion, or saturation of slide-prone soils. Pipe slope drains may be used to divert water away from or over bare soil to prevent gullies, channel erosion, and saturation of slide prone soils Conditions of Use Pipe slope drains should be used when a temporary or permanent stormwater conveyance is needed to move water down a steep slope to avoid erosion. Pipe slope drains may be: 1. Connected to new catch basins and used temporarily until all permanent piping is installed. 2. Used on any slope with a gradient of 2H:1V or greater and with at least 10 feet of vertical relief. 3. Used to drain water collected from aquifers exposed on cut slopes and convey it to the base of the slope. 4. Used to collect clean runoff from plastic sheet cover and direct away from any exposed soils. 5. Installed in conjunction with silt fence to drain collected water to a controlled area. 6. Used to divert small seasonal streams away from construction. Pipe slope drains have been used successfully on culvert replacement and extension projects. Large flex pipe may be used on larger streams during culvert removal, repair, or replacement. 7. Connected to existing downspouts and roof drains used to divert water away from work areas during building renovation, demolition, and construction projects. 8. Rock-lined ditches or other permanent, non-erosive conveyances used to convey runoff down steep slopes that are not steep slope hazard areas. Design and Installation Specifications 1. See Figure D.2.1.6.D for details. 2. The capacity for temporary drains shall be sufficient to handle the developed 10-year peak flow using the approved model with 15-minute time steps. Up to 30,000 square feet may be drained by each 6-inch minimum diameter pipe without computation of the peak flow. Up to 2 acres may be drained by each 12-inch minimum diameter pipe. Otherwise, the peak flow will need to be computed using the Rational Method described in Section 3.2.1 of the SWDM. 3. The maximum drainage area allowed for any sized pipe is 10 acres. For larger areas, more than one pipe shall be used or a rock-lined channel shall be installed (see SWDM Section 4.4.1, “Open Channels”). 4. The soil around and under the pipe and entrance section shall be thoroughly compacted. 5. The flared inlet section shall be securely connected to the slope drain and be fused or welded, or have flange-bolted mechanical joints to ensure a watertight seal. Ensure that the entrance area is stable and large enough to direct flow into the pipe. 6. Slope drains shall be continuously fused, welded, or flange-bolted mechanical joint pipe systems with proper anchoring to the soil. 7. Where slope drains cross steep slope hazard areas or their associated buffers, the installation shall be on the ground surface, accomplished with minimum alteration. In most circumstances, this requires that slope drains be constructed of corrugated metal, CPE, or equivalent pipe and installed by hand SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-62 (see SWDM Section 4.2.1). Any area disturbed during installation or maintenance must be immediately stabilized. 8. If the pipe slope drain will convey sediment-laden runoff, the runoff must be directed to a sediment retention facility (see Section D.2.1.5). If the runoff is not from a disturbed area or is conveyed from a sediment trap or pond, it must be conveyed to a stabilized discharge point (see Section D.2.1.6.5). 9. Re-establish cover immediately on areas disturbed by the installation. Maintenance Standards 1. The inlet shall not be undercut or bypassed by water. If there are problems, the head wall shall be appropriately reinforced. 2. No erosion shall occur at the outlet point. If erosion occurs, additional protection shall be added. FIGURE D.2.1.6.D PIPE SLOPE DRAIN D.2.1.6.3 SUBSURFACE DRAINS Purpose To intercept, collect, and convey ground water to a satisfactory outlet, using a perforated pipe or conduit below the ground surface. Subsurface drains are also known as “French Drains.” The perforated pipe provides a dewatering mechanism to drain excessively wet soils, provide a stable base for construction, improve stability of structures with shallow foundations, or to reduce hydrostatic pressure and to improve slope stability. Conditions of Use Use when excessive water must be removed from the soil. The soil permeability, depth to water table, and impervious layers are all factors that may govern the use of subsurface drains. Design and Installation Specifications 1. Two types of drains may be used as follows: a) Relief drains are used either to lower the water table in large, relatively flat areas, improve the growth of vegetation, or to remove surface water. They are installed along a slope and drain in the direction of the slope. They may be installed in a grid pattern, a herringbone pattern, or a random pattern. b) Interceptor drains are used to remove excess groundwater from a slope, stabilize steep slopes, and lower the water table below a slope to prevent the soil from becoming saturated. They are INLET AND ALL SECTIONS MUST BE SECURELY FASTENED TOGETHER WITH GASKETED WATERTIGHT FITTINGS DIKE MATERIAL COMPACTED 90% MODIFIED PROCTOR CPE PIPE (LINED OR UNLINED) OR EQUIVALENT INTERCEPTOR DIKE INTERCEPTOR DIKE PROVIDE RIPRAP PAD OR EQUIVALENT ENERGY DISSIPATION DISCHARGE TO A STABILIZED WATERCOURSE, SEDIMENT RETENTION FACILITY OR STABILIZED OUTLET STANDARD FLARED END SECTION 12" MIN. D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-63 installed perpendicular to a slope and drain to the side of the slope. They usually consist of a single pipe or single pipes instead of a patterned layout. 2. Size of Drains – Size subsurface drains to carry the required capacity without pressurized flow. Minimum diameter for a subsurface drain is 4 inches. 3. Outlet – Ensure that the outlet of a drain empties into a channel or other watercourse above the normal water level. Maintenance Standards 1. Subsurface drains shall be checked periodically to ensure that they are free flowing and not clogged with sediment or roots. 2. The outlet shall be kept clear and free of debris. 3. Surface inlets shall be kept open and free of sediment and other debris. 4. Trees located too close to a subsurface drain often clog the system with roots. If a drain becomes clogged, relocate the drain or remove the trees as a last resort. Drain placement should be planned to minimize this problem. 5. Where drains are crossed by heavy equipment, the line shall be checked to ensure that it is not crushed and have adequate cover protection. D.2.1.6.4 DITCHES Code: DI Symbol: Purpose Ditches convey intercepted runoff from disturbed areas to and from sediment ponds or traps. They also convey runoff intercepted from undisturbed areas around the site to a non-erosive discharge point. Conditions of Use Ditches may be used anywhere that concentrated runoff is to be conveyed on or around the construction site. Temporary pipe systems may also be used to convey runoff. Design and Installation Specifications 1. Channels and ditches shall be sized to accommodate the developed condition 10-year approved model 15-minute peak flow with 0.5 feet of freeboard. If no hydrologic analysis is required for the site, the Rational Method may be used (see Section 3.2.1 of the SWDM). 2. See SWDM Section 4.4.1 for open-channel design requirements. 3. The only exception to the requirements of SWDM Section 4.4.1 is the use of check dams, rather than grass lining, for channels in which the design flow velocity does not exceed 5 fps. See Figure D.2.1.6.E for details on check dam installation. Maintenance Standards 1. Any sediment deposition of more than 0.5 feet shall be removed so that the channel is restored to its design capacity. 2. If the channel capacity is insufficient for the design flow, it must be determined whether the problem is local (e.g., a constriction or bend) or the channel is under-designed. If the problem is local, the channel capacity must be increased through construction of a berm(s) or by excavation. If the problem is under-design, the design engineer shall be notified and the channel redesigned to a more conservative standard to be approved by the City of Renton. 3. The channel shall be examined for signs of scouring and erosion of the bed and banks. If scouring or erosion has occurred, affected areas shall be protected by riprap or an erosion control blanket or net. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-64 FIGURE D.2.1.6.E CHECK DAMS D.2.1.6.5 OUTLET PROTECTION Code: OP Symbol: Purpose Outlet protection prevents scour at conveyance outlets. Conditions of Use Outlet protection is required at the outlets of all ponds, pipes, ditches, or other approved conveyances, and where runoff is conveyed to a natural or manmade drainage feature such as a stream, wetland, lake, or ditch. Design and Installation Specifications For the standard pipe slope drains in Section D.2.1.6.2 and other smaller conveyance systems, the standard rock pad (6 feet by 8 feet) made of 1-foot thick quarry spall is adequate. For all other outlets, the outlet protection shall meet the requirements of the “Outfalls” section of Core Requirement #4 and Section 4.2.2 of the SWDM. Maintenance Standards for Outlet Protection If there is scour at the outlet, the eroded area shall be protected with more conservative measures proposed by the design engineer and approved by the City of Renton. 6" MIN. ROCK MUST COMPLETELY COVER THE BOTTOM AND SIDES OF THE DITCH 24" MIN. 2H:1V SLOPES L 2"- 4" ROCKBA L=THE DISTANCE SUCH THAT POINTS A AND B ARE OF EQUAL ELEVATION CROSS SECTION CHECK DAM SPACING D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-65 D.2.1.6.6 LEVEL SPREADER Code: LS Symbol: Purpose Level spreaders convert concentrated runoff to sheet flow and release it onto areas stabilized by existing vegetation. Conditions of Use Level spreaders may be used where runoff from undisturbed areas or sediment retention facilities is discharged. This practice applies only where the spreader can be constructed on undisturbed soil and the area below the level lip is vegetated and low gradient (see below). Note: Level spreaders are conceptually an ideal way to release stormwater since the vegetation and soil allow for the removal of fines from runoff that cannot be removed by settling or filtration. Unfortunately, the performance record of spreaders in the field is dismal. They are frequently under-designed and, despite the best installations, are rarely perfectly level, which results in the release of stormwater at a particular point. This concentrated runoff can result in catastrophic erosion downslope. Given such design failures, the use of spreaders is not encouraged. However, where slopes are gentle and the water volume is relatively low, spreaders may still be the best method. When proposing their use, the designer shall carefully evaluate the site for possible concerns. Design and Installation Specifications 1. See Figure D.2.1.6.F for detail. Other designs may be used subject to City approval. 2. If runoff velocity as it enters the level spreader is more than 4 fps for the developed condition 10-year approved model 15-minute peak flow, a riprap apron must be provided to dissipate energy before the runoff enters the spreader (Section D.2.1.6.5). 3. The total spreader length shall be at least the square root of the catchment area. The maximum length for an individual spreader is 50 feet, limiting the catchment area that a single spreader may serve to 2500 square feet. Although this is very small, four 50-foot level spreaders next to one another could serve nearly an acre (40,000 square feet). Multiple spreaders shall not be placed uphill or downhill from one another in a configuration that would allow water released from one spreader to enter a downslope spreader. 4. The area below the spreader for a horizontal distance of 100 feet shall not exceed 20 percent and shall be completely vegetated with no areas of instability or erosion. The topography for a horizontal distance of 50 feet below the spreader shall be uniform so that runoff is not funneled into a swale or channel immediately after its release. 5. The level spreader shall be seeded and mulched in accordance with Section D.2.1.2. Maintenance Standards 1. Any damage to the spreader shall be immediately repaired. Ensure flows do not bypass the spreader at the ends of the spreader. 2. The downslope area shall be checked for signs of erosion and to verify that the spreader is not functioning as a point discharge. Any eroded areas shall be immediately stabilized, and the cause determined and eliminated if possible. If the erosion is recurrent and the design, even when properly installed and maintained, is not adequate to prevent erosion, a new method of releasing runoff shall be installed in accordance with the standards of this appendix. Any new design must be approved by the City of Renton. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-66 FIGURE D.2.1.6.F LEVEL SPREADER D.2.1.7 DEWATERING CONTROL Any runoff generated by dewatering shall be treated through construction of a sediment trap (Section D.2.1.5.1) when there is sufficient space or by releasing the water to a well vegetated, gently sloping area. Since pumps are used for dewatering, it may be possible to pump the sediment-laden water well away from the surface water so that vegetation can be more effectively utilized for treatment. Discharge of sediment-laden water from dewatering activities to surface and storm waters is prohibited. If dewatering occurs from areas where the water has come in contact with new concrete, such as tanks, vaults, or foundations, the pH of the water must be monitored and must be neutralized prior to discharge. Clean non-turbid dewatering water, such as well point ground water can be discharged to systems tributary to, or directly to surface waters provided the flows are controlled so no erosion or flooding occurs. Clean water must not be routed through a stormwater sediment pond. Highly turbid or contaminated dewatering water must be handled separately from stormwater. Purpose: To prevent the untreated discharge of sediment-laden water from dewatering of utilities, excavated areas, foundations, etc. When to Install: Dewatering control measures shall be used whenever there is a potential for runoff from dewatering of utilities, excavations, foundations, etc. Measures to install: 1. Foundation, vault, excavation, and trench dewatering water that has similar characteristics to stormwater runoff at the site shall be discharged into a controlled conveyance system prior to discharge to a sediment trap or sediment pond. Foundation and trench dewatering water that has similar characteristics to stormwater runoff at the site must be disposed of through one of the following options depending on site constraints: a) Infiltration, b) Transport offsite in a vehicle, such as a vacuum flush truck, for legal disposal in a manner that does not pollute surface waters, SPREADER MUST BE LEVEL 18" MIN. REBAR SUPPORTS 8' MIN. SPACING CROSS SECTION DETAIL OF SPREADER DENSELY VEGETATED FOR A MIN. OF 100' AND SLOPE LESS THAN 5:1 PRESSURE-TREATED 2"X10" 3' MIN. TREATED 2"x10" MAY BE ABUTTED END TO END FOR MAX. SPREADER LENGTH OF 50' 6" MIN. 6" MIN.1" MIN.2H:1V MAX.1' MIN. D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-67 c) Discharge to the sanitary sewer discharge with approval from King County and the City of Renton if there is no other option, or d) Use of a sedimentation bag with outfall to a ditch or swale for small volumes of localized dewatering. 2. Clean, non-turbid dewatering water, such as well-point ground water, may be discharged via stable conveyance to systems tributary to surface waters, provided the dewatering flow does not cause erosion or flooding of receiving waters. 3. Highly turbid or contaminated dewatering water (high pH or other) shall be handled separately from stormwater. See Section D.2.2 , SWPPS Measures. D.2.1.8 DUST CONTROL Preventative measures to minimize the wind transport of soil shall be taken when a traffic hazard may be created or when sediment transported by wind is likely to be deposited in water resources or adjacent properties. Purpose: To prevent wind transport of dust from exposed soil surfaces onto roadways, drainage ways, and surface waters. When to Install: Dust control shall be implemented when exposed soils are dry to the point that wind transport is possible and roadways, drainage ways, or surface waters are likely to be impacted. Dust control measures may consist of chemical, structural, or mechanical methods. Measures to Install: Water is the most common dust control (or palliative) used in the area. When using water for dust control, the exposed soils shall be sprayed until wet, but runoff shall not be generated by spraying. Calcium chloride, Magnesium chloride, Lignin derivatives, Tree Resin Emulsions, and Synthetic Polymer Emulsions may also be used for dust control. Exposed areas shall be re-sprayed as needed. Oil shall not be used for dust control. The following table lists many common dust control measures. Some of the measures are not recommended for use in the City and must have prior approval prior to use from the CED inspector assigned to specific projects. TABLE D.2.1.8.A DUST CONTROL MEASURES Method Considerations Site Preparation Recommended Application Rate Water -Most commonly used practice -Evaporates quickly -Lasts less than 1 day For all liquid agents: -Blade a small surface -Crown or slope surface to avoid ponding -Compact soils if needed -Uniformly pre-wet at 0.03 – 0.3 gal/sq yd -Apply solution under pressure. Overlap solution 6 – 12 inches -Allow treated area to cure 0 – 4 hours -Compact area after curing -Apply second treatment before first treatment becomes ineffective 0.125 gal/sq yd every 20 to 30 minutes Salts Calcium Chloride (CaCl) -Restricts evaporation -Lasts 6–12 months -Can be corrosive -Less effective in low humidity -Can build up in soils and leach by rain Apply 38% solution at 1.21L/m2 (0.27 gal/yd2) or as loose dry granules per manufacturer SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-68 TABLE D.2.1.8.A DUST CONTROL MEASURES Method Considerations Site Preparation Recommended Application Rate Magnesium Chloride (MgCl) -Restricts evaporation -Works at higher temperatures and lower humidity than CaCl -May be more costly than CaCl Apply 26 – 32% solution at 2.3 L/m2 (0.5 gal/yd2) Sodium Chloride (NaCl) -Effective over smaller range of conditions -Less expensive -Can be corrosive -Less effective in low humidity Per Manufacturer Silicates -Generally expensive -Available in small quantities -Require Second application Surfactants -High evaporation rates -Effective for short time periods -Must apply frequently Copolymers -Forms semi-permeable transparent crust -Resists ultraviolet radiation and moisture induced breakdown -Last 1 to 2 years 750 – 940 L/ha (80 – 100 gal/ac) Petroleum Products -Used oil is prohibited as a dust control method -Bind soil particles -May hinder foliage growth -Environmental and aesthetic concerns -Higher cost Use 57 – 63% resins as base. Apply at 750 – 940 L/ha (80–100 gal/ac) Lignin Sulfonate -Paper industry waste product -Acts as dispersing agent -Best in dry climates -Can be slippery -Will decrease Dissolved Oxygen in waterways therefore cannot be used adjacent to surface water systems Loosen surface 25–50 mm (1–2 inches) Need 4–8% fines Vegetable Oils -Coat grains of soils, so limited binding ability -May become brittle -Limited availability Per Manufacturer Spray on Adhesives -Available as organic or synthetic -Effective on dry, hard soils -Forms a crust -Can last 3 to 4 years Per Manufacturer D.2.1.9 FLOW CONTROL Surface water from disturbed areas must be routed through the project’s onsite flow control facility or other provisions must made to prevent increases in the existing site conditions 2-year and 10-year runoff peaks discharging from the project site during construction. Purpose: The purpose of surface water flow control is to mitigate increases in runoff peaks that occur during construction as a result of clearing vegetation, compacting the soil, and adding impervious surface. Such increases can cause or aggravate downstream flooding and erosion. D.2.1 ESC MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-69 When to Install: Surface water flow control shall be installed or otherwise provided prior to any clearing and/or grading of the site, except that required to construct the surface water flow control facilities. Measures to Use: The project’s onsite flow control facility or other equivalent storage facility that meets the peak-matching performance criteria stated above. D.2.1.10 PROTECT EXISTING AND PROPOSED STORMWATER FACILITIES AND ON-SITE BMPS Protection measures shall be applied/installed and maintained so as to prevent adverse impacts to existing stormwater facilities and on-site BMPs and areas of proposed stormwater facilities and on-site BMPs for the project. Adverse impacts can prompt the requirement to restore or replace affected stormwater facilities and on-site BMPs. Purpose: The purpose of protecting existing and proposed stormwater facility and on-site BMP areas is to avoid sedimentation and soil compaction that would adversely affect infiltration, and also avoid contamination by other pollutants. When to Install: Stormwater facility and on-site BMP area protection shall be installed or otherwise provided prior to any clearing and/or grading of the site, except that required to construct stormwater facilities and on-site BMPs. Measures to Use: 1. Protect all stormwater facilities and on-site BMPs and proposed stormwater facility and on-site BMP footprints from sedimentation through installation and maintenance of erosion and sediment control BMPs on portions of the site that drain into the BMPs/facilities. 2. Stormwater facilities and on-site BMPs shall be restored to their fully functioning condition if they accumulate sediment during construction. Restoring the stormwater facilities and on-site BMPs shall include, at a minimum, removal of sediment and any sediment-laden bioretention soils, and replacing the removed soils with soils meeting the design specification. Replacement with a new fully- functioning stormwater facility and/or on-site BMP may be required if restoration to the fully- functioning condition can’t be accomplished. 3. Prevent compacting Bioretention BMPs/facilities by excluding construction equipment and foot traffic. Protect completed lawn and landscaped areas from compaction due to construction equipment. 4. Control erosion and avoid introducing sediment from surrounding land uses onto permeable pavement BMPs. Do not allow muddy construction equipment on the base material or pavement. Do not allow sediment-laden runoff onto permeable pavements. 5. Permeable pavement BMPs fouled with sediments or no longer passing an initial infiltration text must be cleaned using procedures from Appendix A or the manufacturer’s procedures. 6. Keep all heavy equipment off existing soils under stormwater facilities and on-site BMPs that have been excavated to final grade to retain the infiltration rate of the soils. D.2.1.11 MAINTAIN PROTECTIVE BMPS Protection measures shall be maintained to ensure continued performance of their intended function, to prevent adverse impacts to existing stormwater facilities and on-site BMPs and areas of proposed BMPs/facilities, and protect other disturbed areas of the project. Purpose: The purpose of maintaining protective BMPs is to provide continuous erosion and sediment control protection throughout the life of the project, and avoid sedimentation, soil compaction and contamination by other pollutants that would adversely affect infiltration and surface runoff. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-70 When to Maintain: Protection measures shall be monitored per Section D.2.4.4 at a minimum, and promptly maintained to fully functioning condition as necessary to ensure continued performance of their intended function. Measures to Use: 1. Maintain and repair all temporary and permanent erosion and sediment control BMPs as needed to ensure continued performance of their intended function in accordance with BMP specifications. 2. Remove all temporary erosion and sediment control BMPs prior to final construction approval, or within 30 days after achieving final site stabilization or after the temporary BMPs are no longer needed. 3. Provide protection to all stormwater facilities and on-site BMPs installed for the permanent control of stormwater from sediment and compaction. All stormwater facilities and on-site BMPs that are to remain in place following completion of construction shall be examined and placed in full operating conditions. If sediment enters the stormwater facilities and/or on-site BMPs during construction, it shall be removed and the stormwater facility and on-site BMP shall be returned to the conditions specified in the construction documents or as required for full stormwater facility and on-site BMP replacement. 4. Remove or stabilize trapped sediment on site. Permanently stabilize disturbed soil resulting from removal of erosion and sediment control BMPs or vegetation. D.2.1.12 MANAGE THE PROJECT Coordination and timing of site development activities relative to ESC concerns (Section D.2.4), and timely inspection, maintenance and update of protective measures (Section D.2.3) are necessary to effectively manage the project and ensure the success of protective ESC and SWPPS design and implementation. Projects shall assign a qualified CSWPP Supervisor (Section D.2.3.1) to be the primary contact for ESC and SWPPP issues and reporting, coordination with subcontractors and implementation of the CSWPP plan as a whole. Measures to Use: 1. Phase development projects to the maximum degree practicable and take into account seasonal work limits. 2. Inspection and monitoring – Inspect, maintain, and repair all BMPs as needed to ensure continued performance of their intended function. Conduct site inspections and monitoring in accordance with the Construction Stormwater General Permit and City requirements. 3. Maintaining an updated construction SWPPP – Maintain, update, and implement the SWPPP in accordance with the Construction Stormwater General Permit and City requirements. 4. Projects that disturb one or more acres must have, site inspections conducted by a Certified Erosion and Sediment Control Lead (CESCL) (see Section D.2.3.1). Project sites less than one acre (not part of a larger common plan of development or sale) may have a person without CESCL certification conduct inspections. By the initiation of construction, the SWPPP must identify the CESCL or inspector, who shall be present onsite or on-call at all times. The CESCL or inspector (project sites less than one acre) must have the skills to assess the: • Site conditions and construction activities that could impact the quality of stormwater. • Effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges. • The CESCL or inspector must examine stormwater visually for the presence of suspended sediment, turbidity, discoloration, and oil sheen. They must evaluate the effectiveness of BMPs and determine if it is necessary to install, maintain, or repair BMPs to improve the quality of stormwater discharges. D.2.2 SWPPS MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-71 Based on the results of the inspection, construction site operators must correct the problems identified by: • Reviewing the SWPPP for compliance with all construction SWPPP elements and making appropriate revisions within 7 days of the inspection. • Immediately beginning the process of fully implementing and maintaining appropriate source control and/or treatment BMPs as soon as possible, addressing the problems not later than within 10 days of the inspection. If installation of necessary treatment BMPs is not feasible within 10 days, the construction site operator may request an extension within the initial 10-day response period. • Documenting BMP implementation and maintenance in the site log book (applies only to sites that have coverage under the Construction Stormwater General Permit). • The CESCL or inspector must inspect all areas disturbed by construction activities, all BMPs, and all stormwater discharge points at least once every calendar week and within 24 hours of any discharge from the site. (For purposes of this condition, individual discharge events that last more than one day do not require daily inspections. For example, if a stormwater pond discharges continuously over the course of a week, only one inspection is required that week.) The CESCL or inspector may reduce the inspection frequency for temporary stabilized, inactive sites to once every calendar month. D.2.2 SWPPS MEASURES This section details the SWPPS measures that are required to prevent, reduce, or eliminate the discharge of pollutants to onsite or adjacent stormwater systems or watercourses from construction-related activities such as materials delivery and storage, onsite equipment fueling and maintenance, demolition of existing buildings and disposition of demolition materials and other waste, and concrete handling, washout and disposal. These SWPPS measures represent Best Management Practices (BMPs)8 for the control of pollutant drips and spills as well as other impacts related to construction such as increased pH in concrete construction and handling activities. Compliance with each of the SWPPS measures, and with any project- specific control measures, to the extent applicable and necessary to meet the performance criteria in Section D.2.2, and compliance with the CSWPP implementation requirements in Section D.2.4, constitutes overall compliance with the City’s CSWPP Standards. Note: Additional measures shall be required by the City if the existing standards are insufficient to protect adjacent properties, drainage facilities, or water resources. The standards for each individual SWPPS measure are divided into four sections: 1. Purpose 2. Conditions of Use 3. Design and Installation Specifications 4. Maintenance Requirements. Note that the “Conditions of Use” always refers to site conditions. As site conditions change, SWPPS measures must be changed to remain in compliance with the requirements of this appendix. Whenever compliance with City SWPPS Standards is required, all of the following SWPPS measures must be considered for application to the project site as detailed in the following sections. The construction pollutant generating concerns addressed by the BMPs that follow include: • Concrete handling, washout and disposal(specifically portland cement concrete) • Sawcutting and surfacing activities • Materials delivery, storage and containment 8 Best Management Practices (BMPs) means the best available and reasonable physical, structural, managerial, or behavioral activities, that when singly or in combination, eliminate or reduce the contamination of surface and/or ground waters. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-72 • Filtration and chemical treatment of construction water to facilitate disposal or discharge to approved locations • Reporting requirements and documentation availability for specific BMP processes Additionally, several of the ESC BMPs described in Section D.2.1 can be applicable to the SWPPS plan, e.g., use of cover, fencing and access protection to protect temporary materials storage locations. The applicant’s material supplier may be a resource (subject to City approval) for BMPs to address specific project applications or proposals. Conditions of approval on adjustments may also specify additional requirements for the SWPPS plan. D.2.2.1 CONCRETE HANDLING Purpose Concrete work can generate process water and slurry that contain fine particles and high pH, both of which can violate water quality standards in the receiving water. Concrete spillage or concrete discharge to surface waters of the State is prohibited. Use this BMP to minimize and eliminate concrete, concrete process water, and concrete slurry from entering waters of the state. Conditions of Use Any time concrete is used, utilize these management practices. Concrete construction projects include, but are not limited to, curbs, sidewalks, roads, bridges, foundations, floors, stormwater vaults, retaining walls, driveways and runways. Design and Installation Specifications 1. Ensure that washout of concrete trucks, chutes, pumps, and internals is performed at an approved off- site location or in designated concrete washout areas. Do not wash out concrete trucks onto the ground, or into storm drains, open ditches, streets, or streams. Refer to BMP D.2.2.2 for information on concrete washout areas. 2. Return unused concrete remaining in the truck and pump to the originating batch plant for recycling. Do not dump excess concrete on site, except in designated concrete washout areas. 3. Wash off hand tools including, but not limited to, screeds, shovels, rakes, floats, and trowels into formed areas only. 4. Wash equipment difficult to move, such as concrete pavers in areas that do not directly drain to natural or constructed stormwater conveyances. 5. Do not allow washdown from areas, such as concrete aggregate driveways, to drain directly to natural or constructed stormwater conveyances. 6. Contain washwater and leftover product in a lined container when no formed areas are available,. Dispose of contained concrete in a manner that does not violate ground water or surface water quality standards. 7. Always use forms or solid barriers for concrete pours, such as pilings, within 15-feet of surface waters. 8. Refer to BMPs D.2.2.7 and D.2.2.8 for pH adjustment requirements. 9. Refer to the Construction Stormwater General Permit for pH monitoring requirements if the project involves one of the following activities: • Significant concrete work (greater than 1,000 cubic yards poured concrete or recycled concrete used over the life of a project). • The use of engineered soils amended with (but not limited to) Portland cement-treated base, cement kiln dust or fly ash. • Discharging stormwater to segments of water bodies on the 303(d) list (Category 5) for high pH. Maintenance Standards Check containers for holes in the liner daily during concrete pours and repair the same day. D.2.2 SWPPS MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-73 D.2.2.2 CONCRETE WASHOUT AREA Purpose Prevent or reduce the discharge of pollutants to stormwater from concrete waste by conducting washout off-site, or performing onsite washout in a designated area to prevent pollutants from entering surface waters or ground water. Conditions of Use Concrete washout area best management practices are implemented on construction projects where: • Concrete is used as a construction material • It is not possible to dispose of all concrete wastewater and washout off-site (ready mix plant, etc.). • Concrete trucks, pumpers, or other concrete coated equipment are washed onsite. Note: If less than 10 concrete trucks or pumpers need to be washed out onsite, the washwater may be disposed of in a formed area awaiting concrete or an upland disposal site where it will not contaminate surface or ground water. The upland disposal site shall be at least 50 feet from sensitive areas such as storm drains, open ditches, or water bodies, including wetlands. Design and Installation Specifications Implementation The following steps will help reduce stormwater pollution from concrete wastes: 1. Perform washout of concrete trucks at an approved off-site location or in designated concrete washout areas only. 2. Do not wash out concrete trucks onto the ground, or into storm drains, open ditches, streets, or streams. 3. Do not allow excess concrete to be dumped onsite, except in designated concrete washout areas. 4. Concrete washout areas may be prefabricated concrete washout containers, or self-installed structures (above-grade or below-grade). 5. Prefabricated containers are most resistant to damage and protect against spills and leaks. Companies may offer delivery service and provide regular maintenance and disposal of solid and liquid waste. 6. If self-installed concrete washout areas are used, below-grade structures are preferred over above- grade structures because they are less prone to spills and leaks. 7. Self-installed above-grade structures should only be used if excavation is not practical. Education 1. Discuss the concrete management techniques described in this BMP with the ready-mix concrete supplier before any deliveries are made. 2. Educate employees and subcontractors on the concrete waste management techniques described in this BMP. 3. Arrange for contractor’s superintendent or Certified Erosion and Sediment Control Lead (CESCL) to oversee and enforce concrete waste management procedures. 4. A sign should be installed adjacent to each temporary concrete washout facility to inform concrete equipment operators to utilize the proper facilities. Contracts Incorporate requirements for concrete waste management into concrete supplier and subcontractor agreements. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-74 Location and Placement 1. Locate washout area at least 50 feet from sensitive areas such as storm drains, open ditches, or water bodies, including wetlands. 2. Allow convenient access for concrete trucks, preferably near the area where the concrete is being poured. 3. If trucks need to leave a paved area to access washout, prevent track-out with a pad of rock or quarry spalls (see BMP D.2.1.4.2). These areas should be far enough away from other construction traffic to reduce the likelihood of accidental damage and spills. 4. The number of facilities you install should depend on the expected demand for storage capacity. 5. On large sites with extensive concrete work, washouts should be placed in multiple locations for ease of use by concrete truck drivers. On-Site Temporary Concrete Washout Facility, Transit Truck Washout Procedures: 1. Temporary concrete washout facilities shall be located a minimum of 50 feet from sensitive areas including storm drain inlets, open drainage facilities, and watercourses. (See Figures D.2.2.2.A, D.2.2.2.B, and D.2.2.2.C). 2. Concrete washout facilities shall be constructed and maintained in sufficient quantity and size to contain all liquid and concrete waste generated by washout operations. 3. Washout of concrete trucks shall be performed in designated areas only. 4. Concrete washout from concrete pumper bins can be washed into concrete pumper trucks and discharged into designated washout area or properly disposed of off-site. 5. Once concrete wastes are washed into the designated area and allowed to harden, the concrete should be broken up, removed, and disposed of per applicable solid waste regulations. Dispose of hardened concrete on a regular basis. 6. Temporary Above-Grade Concrete Washout Facility a) Temporary concrete washout facility (type above grade) should be constructed as shown on the details below, with a recommended minimum length and minimum width of 10 ft, but with sufficient quantity and volume to contain all liquid and concrete waste generated by washout operations. b) Plastic lining material should be a minimum of 10 mil polyethylene sheeting and should be free of holes, tears, or other defects that compromise the impermeability of the material. 7. Temporary Below-Grade Concrete Washout Facility a) Temporary concrete washout facilities (type below grade) should be constructed as shown on the details below, with a recommended minimum length and minimum width of 10 ft. The quantity and volume should be sufficient to contain all liquid and concrete waste generated by washout operations. b) Lath and flagging should be commercial type. c) Plastic lining material shall be a minimum of 10 mil polyethylene sheeting and should be free of holes, tears, or other defects that compromise the impermeability of the material. d) Liner seams shall be installed in accordance with manufacturers’ recommendations. e) Soil base shall be prepared free of rocks or other debris that may cause tears or holes in the plastic lining material. D.2.2 SWPPS MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-75 Maintenance Standards Inspection and Maintenance 1. Inspect and verify that concrete washout BMPs are in place prior to the commencement of concrete work. 2. During periods of concrete work, inspect daily to verify continued performance. a) Check overall condition and performance. b) Check remaining capacity (% full). c) If using self-installed washout facilities, verify plastic liners are intact and sidewalls are not damaged. d) If using prefabricated containers, check for leaks. 3. Washout facilities shall be maintained to provide adequate holding capacity with a minimum freeboard of 12 inches. 4. Washout facilities must be cleaned, or new facilities must be constructed and ready for use once the washout is 75% full. 5. If the washout is nearing capacity, vacuum and dispose of the waste material in an approved manner. a) Do not discharge liquid or slurry to waterways, storm drains or directly onto ground. b) Do not use sanitary sewer without local approval. c) Place a secure, non-collapsing, non-water collecting cover over the concrete washout facility prior to predicted wet weather to prevent accumulation and overflow of precipitation. d) Remove and dispose of hardened concrete and return the structure to a functional condition. Concrete may be reused onsite or hauled away for disposal or recycling. 6. When you remove materials from the self-installed concrete washout, build a new structure; or, if the previous structure is still intact, inspect for signs of weakening or damage, and make any necessary repairs. Re-line the structure with new plastic after each cleaning. Removal of Temporary Concrete Washout Facilities 1. When temporary concrete washout facilities are no longer required for the work, the hardened concrete, slurries and liquids shall be removed and properly disposed of. 2. Materials used to construct temporary concrete washout facilities shall be removed from the site of the work and disposed of or recycled. 3. Holes, depressions or other ground disturbance caused by the removal of the temporary concrete washout facilities shall be backfilled, repaired, and stabilized to prevent erosion. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-76 FIGURE D.2.2.2.A CONCRETE WASHOUT AREA (ABOVE GRADE) SECTION B-B NTS SECTION A-A NTS STAPLE DETAIL NTS PLAN NTS ABOVE GRADE TEMPORARY CONCRETE WASHOUT FACILITY NTS CONCRETE WASHOUT SIGN DETAIL NTS 10 mil PLASTIC LINING PLAN NTS TYPE "ABOVE GRADE" WITH WOOD PLANKS TYPE "ABOVE GRADE" WITH STRAW BALES 10 mil PLASTIC LINING 16 GAUGE STEEL WIRE 2" 8" LAG SCREWS ( 12" ) BLACK LETTERS 6" HEIGHT PLYWOOD 4' X 2' PAINTED WHITE WOOD POST 312" x 312" x 8'3' 3' STRAW BALES (TYP.) STAKE (TYP.) WEDGE LOOSE STRAW BETWEEN BALES SAND OR GRAVEL-FILLED BAGS IN CORNERS 10' MIN. RECOMMENDED VARIES WOOD OR METAL STAKES (2 PER BALE) STRAW BALES (2 BALES HIGH, MAX.) ORIGINAL GROUND 10 mil PLASTIC LINING STAPLES (2 PER BALE) SAND OR GRAVEL-FILLED BAGS IN CORNERS NATIVE MATERIAL (OPTIONAL) 10 mil PLASTIC LINING WOOD FRAME SECURELY FASTENED AROUND ENTIRE PERIMETER WITH TWO STAKES TWO-STACKED 2x12 ROUGH WOOD FRAME STAKE (TYP.) 10' MIN. RECOMMENDED VARIES NOTES: 1.ACTUAL LAYOUT DETERMINED IN THE FIELD 2.THE CONCRETE WASHOUT SIGN SHALL BE INSTALLED WITHIN 30' OF THE FACILITY 1' MIN. Adapted from CalTrans Fig4-14 SAC 8-14-02 D.2.2 SWPPS MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-77 FIGURE D.2.2.2.B CONCRETE WASHOUT AREA (BELOW GRADE) FIGURE D.2.2.2.C PREFABRICATED CONCRETE WASHOUT CONTAINER W/RAMP EARTHEN BERM TYPICAL SECTION NTS BELOW GRADE TEMPORARY CONCRETE WASHOUT FACILITY NTS CONCRETE WASHOUT SIGN DETAIL NTS SANDBAG PLAN NTS Adapted from CalTrans Fig4-14 SAC 8-14-02 10 mil PLASTIC LINING LAG SCREWS ( 12" ) BLACK LETTERS 6" HEIGHT PLYWOOD 4' X 2' PAINTED WHITE WOOD POST 312" x 312" x 8'3' 3' EARTHEN BERM 10 mil PLASTIC LINING SANDBAG 10' MIN. RECOMMENDED VARIES BERM 3' LATH AND FLAGGING ON 3 SIDES NOTES: 1.ACTUAL LAYOUT DETERMINED IN THE FIELD 2.THE CONCRETE WASHOUT SIGN SHALL BE INSTALLED WITHIN 30' OF THE FACILITY SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-78 D.2.2.3 SAWCUTTING AND SURFACING POLLUTION PREVENTION Purpose Sawcutting and surfacing operations generate slurry and process water that contains fine particles and high pH (concrete cutting), both of which can violate the water quality standards in the receiving water. Concrete spillage or concrete discharge to surface waters of the State is prohibited. Use this BMP to minimize and eliminate process water and slurry created through sawcutting or surfacing from entering waters of the State. Conditions of Use Utilize these management practices anytime sawcutting or surfacing operations take place. Sawcutting and surfacing operations include, but are not limited to, sawing, coring, grinding, roughening, hydro- demolition, bridge and road surfacing Design and Installation Specifications 1. Vacuum slurry and cuttings during cutting and surfacing operations. 2. Slurry and cuttings shall not remain on permanent concrete or asphalt pavement overnight. 3. Slurry and cuttings shall not drain to any natural or constructed drainage conveyance including stormwater systems. This may require temporarily blocking catch basins. 4. Dispose of collected slurry and cuttings in a manner that does not violate ground water or surface water quality standards. 5. Do not allow process water generated during hydro-demolition, surface roughening or similar operations to drain to any natural or constructed drainage conveyance including stormwater systems. Dispose process water in a manner that does not violate ground water or surface water quality standards. 6. Handle and dispose cleaning waste material and demolition debris in a manner that does not cause contamination of water. Dispose of sweeping material from a pick-up sweeper at an appropriate disposal site. Maintenance Standards Continually monitor operations to determine whether slurry, cuttings, or process water could enter waters of the state. If inspections show that a violation of water quality standards could occur, stop operations and immediately implement preventive measures such as berms, barriers, secondary containment, and vacuum trucks. D.2.2.4 MATERIAL DELIVERY, STORAGE, AND CONTAINMENT Purpose Prevent, reduce, or eliminate the discharge of pollutants to the stormwater system or watercourses from material delivery and storage. Minimize the storage of hazardous materials onsite, store materials in a designated area, and install secondary containment. Conditions of Use These procedures are suitable for use at all construction sites with delivery and storage of the following materials: • Petroleum products such as fuel, oil and grease • Soil stabilizers and binders (e.g., Polyacrylamide) • Fertilizers, pesticides and herbicides • Detergents • Asphalt and concrete compounds D.2.2 SWPPS MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-79 • Hazardous chemicals such as acids, lime, adhesives, paints, solvents and curing compounds • Any other material that may be detrimental if released to the environment Design and Installation Specifications The following steps should be taken to minimize risk: 1. Temporary storage area should be located away from vehicular traffic, near the construction entrance(s), and away from waterways or storm drains. 2. Material Safety Data Sheets (MSDS) should be supplied for all materials stored. Chemicals should be kept in their original labeled containers. 3. Hazardous material storage onsite should be minimized. 4. Hazardous materials should be handled as infrequently as possible. 5. During the wet weather season (October 1 – April 30), consider storing materials in a covered area. 6. Materials should be stored in secondary containments, such as earthen dike, horse trough, or even a children’s wading pool for non-reactive materials such as detergents, oil, grease, and paints. Small amounts of material may be secondarily contained in “bus boy” trays or concrete mixing trays. 7. Do not store chemicals, drums, or bagged materials directly on the ground. Place these items on a pallet and, when possible, and within secondary containment. 8. If drums must be kept uncovered, store them at a slight angle to reduce ponding of rainwater on the lids to reduce corrosion. Domed plastic covers are inexpensive and snap to the top of drums, preventing water from collecting. Material Storage Areas and Secondary Containment Practices: 1. Liquids, petroleum products, and substances listed in 40 CFR Parts 110, 117, or 302 shall be stored in approved containers and drums and shall not be overfilled. Containers and drums shall be stored in temporary secondary containment facilities. 2. Temporary secondary containment facilities shall provide for a spill containment volume able to contain 10% of the total enclosed container volume of all containers, or 110% of the capacity of the largest container within its boundary, whichever is greater. 3. Secondary containment facilities shall be impervious to the materials stored therein for a minimum contact time of 72 hours. 4. Secondary containment facilities shall be maintained free of accumulated rainwater and spills. In the event of spills or leaks, accumulated rainwater and spills shall be collected and placed into drums. These liquids shall be handled as hazardous waste unless testing determines them to be non- hazardous. 5. Sufficient separation should be provided between stored containers to allow for spill cleanup and emergency response access. 6. During the wet weather season (October 1 – April 30), each secondary containment facility shall be covered during non-working days, prior to and during rain events. 7. Keep material storage areas clean, organized and equipped with an ample supply of appropriate spill clean-up material (spill kit). 8. The spill kit should include, at a minimum: • 1-Water Resistant Nylon Bag • 3-Oil Absorbent Socks 3″ x 4′ • 2-Oil Absorbent Socks 3″ x 10′ • 12-Oil Absorbent Pads 17″ x 19″ SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-80 • 1-Pair Splash Resistant Goggles • 3-Pair Nitrile Gloves • 10-Disposable Bags with Ties • Instructions D.2.2.5 CONSTRUCTION STORMWATER CHEMICAL TREATMENT Purpose This BMP applies when using stormwater chemicals in batch treatment or flow-through treatment. Turbidity is difficult to control once fine particles are suspended in stormwater runoff from a construction site. Sedimentation ponds are effective at removing larger particulate matter by gravity settling, but are ineffective at removing smaller particulates such as clay and fine silt. Traditional erosion and sediment control BMPs may not be adequate to ensure compliance with the water quality standards for turbidity in receiving water. Chemical treatment can reliably provide exceptional reductions of turbidity and associated pollutants. Chemical treatment may be required to meet turbidity stormwater discharge requirements, especially when construction is to proceed through the wet season. Conditions of Use Formal written approval from Ecology is required for the use of chemical treatment regardless of site size. The City also requires review and approval. When approved, the chemical treatment systems must be included in the SWPPS portion of the project’s CSWPP. Design and Installation Specifications Coagulation and flocculation have been used for over a century to treat water. It is used less frequently for the treatment of wastewater. The use of coagulation and flocculation for treating stormwater is a very recent application. Experience with the treatment of water and wastewater has resulted in a basic understanding of the process, in particular factors that affect performance. This experience can provide insights as to how to most effectively design and operate similar systems in the treatment of stormwater. Fine particles suspended in water give it a milky appearance, measured as turbidity. Their small size, often much less than 1 μm in diameter, give them a very large surface area relative to their volume. These fine particles typically carry a negative surface charge. Largely because of these two factors, small size and negative charge, these particles tend to stay in suspension for extended periods of time. Thus, removal is not practical by gravity settling. These are called stable suspensions. Polymers, as well as inorganic chemicals such as alum, speed the process of clarification. The added chemical destabilizes the suspension and causes the smaller particles to agglomerate. The process consists of three steps: coagulation, flocculation, and settling or clarification. Each step is explained below as well as the factors that affect the efficiency of the process. Coagulation: Coagulation is the first step. It is the process by which negative charges on the fine particles that prevent their agglomeration are disrupted. Chemical addition is one method of destabilizing the suspension, and polymers are one class of chemicals that are generally effective. Chemicals that are used for this purpose are called coagulants. Coagulation is complete when the suspension is destabilized by the neutralization of the negative charges. Coagulants perform best when they are thoroughly and evenly dispersed under relatively intense mixing. This rapid mixing involves adding the coagulant in a manner that promotes rapid dispersion, followed by a short time period for destabilization of the particle suspension. The particles are still very small and are not readily separated by clarification until flocculation occurs. D.2.2 SWPPS MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-81 Flocculation: Flocculation is the process by which fine particles that have been destabilized bind together to form larger particles that settle rapidly. Flocculation begins naturally following coagulation, but is enhanced by gentle mixing of the destabilized suspension. Gentle mixing helps to bring particles in contact with one another such that they bind and continually grow to form “flocs.” As the size of the flocs increases they become heavier and tend to settle more rapidly. Clarification: The final step is the settling of the particles. Particle density, size and shape are important during settling. Dense, compact flocs settle more readily than less dense, fluffy flocs. Because of this, flocculation to form dense, compact flocs is particularly important during water treatment. Water temperature is important during settling. Both the density and viscosity of water are affected by temperature; these in turn affect settling. Cold temperatures increase viscosity and density, thus slowing down the rate at which the particles settle. The conditions under which clarification is achieved can affect performance. Currents can affect settling. Currents can be produced by wind, by differences between the temperature of the incoming water and the water in the clarifier, and by flow conditions near the inlets and outlets. Quiescent water such as that which occurs during batch clarification provides a good environment for effective performance as many of these factors become less important in comparison to typical sedimentation basins. One source of currents that is likely important in batch systems is movement of the water leaving the clarifier unit. Given that flocs are relatively small and light the exit velocity of the water must be as low as possible. Sediment on the bottom of the basin can be resuspended and removed by fairly modest velocities. Coagulants: Polymers are large organic molecules that are made up of subunits linked together in a chain- like structure. Attached to these chain-like structures are other groups that carry positive or negative charges, or have no charge. Polymers that carry groups with positive charges are called cationic, those with negative charges are called anionic, and those with no charge (neutral) are called nonionic. Cationic polymers can be used as coagulants to destabilize negatively charged turbidity particles present in natural waters, wastewater and stormwater. Aluminum sulfate (alum) can also be used as this chemical becomes positively charged when dispersed in water. In practice, the only way to determine whether a polymer is effective for a specific application is to perform preliminary or onsite testing. Polymers are available as powders, concentrated liquids, and emulsions (which appear as milky liquids). The latter are petroleum based, which are not allowed for construction stormwater treatment. Polymer effectiveness can degrade with time and also from other influences. Thus, manufacturers’ recommendations for storage should be followed. Manufacturer’s recommendations usually do not provide assurance of water quality protection or safety to aquatic organisms. Consideration of water quality protection is necessary in the selection and use of all polymers. Criteria for Chemical Treatment Product Use: Chemically treated stormwater discharged from construction sites must be nontoxic to aquatic organisms. The Chemical Technology Assessment Protocol (CTAPE) must be used to evaluate chemicals proposed for stormwater treatment. Only chemicals approved by Ecology under the CTAPE may be used for stormwater treatment. The approved chemicals, their allowable application techniques (batch treatment or flow-through treatment), allowable application rates, and conditions of use can be found at the Department of Ecology Emerging Technologies website: <http://www.ecy.wa.gov/programs/wq/stormwater/newtech/technologies.html>. Treatment System Design Considerations: The design and operation of a chemical treatment system should take into consideration the factors that determine optimum, cost-effective performance. It is important to recognize the following: • Only Ecology approved chemicals may be used and must follow approved dose rate. • The pH of the stormwater must be in the proper range for the polymers to be effective, which is typically 6.5 to 8.5 SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-82 • The coagulant must be mixed rapidly into the water to ensure proper dispersion. • A flocculation step is important to increase the rate of settling, to produce the lowest turbidity, and to keep the dosage rate as low as possible. • Too little energy input into the water during the flocculation phase results in flocs that are too small and/or insufficiently dense. Too much energy can rapidly destroy floc as it is formed. • Care must be taken in the design of the withdrawal system to minimize outflow velocities and to prevent floc discharge. Discharge from a batch treatment system should be directed through a physical filter such as a vegetated swale that would catch any unintended floc discharge. Currently, flow- through systems always discharge through the chemically enhanced sand filtration system. • System discharge rates must take into account downstream conveyance integrity. Polymer Batch Treatment Process Description: A batch chemical treatment system consists of the stormwater collection system (either temporary diversion or the permanent site drainage system), a storage pond, pumps, a chemical feed system, treatment cells, and interconnecting piping. The batch treatment system shall use a minimum of two lined treatment cells in addition to an untreated stormwater storage pond. Multiple treatment cells allow for clarification of treated water while other cells are being filled or emptied. Treatment cells may be ponds or tanks. Ponds with constructed earthen embankments greater than six feet high or which impound more than 10 acre-feet require special engineering analyses. The Ecology Dam Safety Section has specific design criteria for dams in Washington State (see <http://www.ecy.wa.gov/programs/wr/dams/GuidanceDocs.html>). Stormwater is collected at interception point(s) on the site and is diverted by gravity or by pumping to an untreated stormwater storage pond or other untreated stormwater holding area. The stormwater is stored until treatment occurs. It is important that the holding pond be large enough to provide adequate storage. The first step in the treatment sequence is to check the pH of the stormwater in the untreated stormwater storage pond. The pH is adjusted by the application of carbon dioxide or a base until the stormwater in the storage pond is within the desired pH range, 6.5 to 8.5. When used, carbon dioxide is added immediately downstream of the transfer pump. Typically sodium bicarbonate (baking soda) is used as a base, although other bases may be used. When needed, base is added directly to the untreated stormwater storage pond. The stormwater is recirculated with the treatment pump to provide mixing in the storage pond. Initial pH adjustments should be based on daily bench tests. Further pH adjustments can be made at any point in the process. Once the stormwater is within the desired pH range (dependent on polymer being used), the stormwater is pumped from the untreated stormwater storage pond to a treatment cell as polymer is added. The polymer is added upstream of the pump to facilitate rapid mixing. After polymer addition, the water is kept in a lined treatment cell for clarification of the sediment-floc. In a batch mode process, clarification typically takes from 30 minutes to several hours. Prior to discharge samples are withdrawn for analysis of pH, flocculent chemical concentration, and turbidity. If both are acceptable, the treated water is discharged. Several configurations have been developed to withdraw treated water from the treatment cell. The original configuration is a device that withdraws the treated water from just beneath the water surface using a float with adjustable struts that prevent the float from settling on the cell bottom. This reduces the possibility of picking up sediment-floc from the bottom of the pond. The struts are usually set at a minimum clearance of about 12 inches; that is, the float will come within 12 inches of the bottom of the cell. Other systems have used vertical guides or cables which constrain the float, allowing it to drift up and down with the water level. More recent designs have an H-shaped array of pipes, set on the horizontal. This scheme provides for withdrawal from four points rather than one. This configuration reduces the likelihood of sucking settled solids from the bottom. It also reduces the tendency for a vortex to form. Inlet diffusers, a long floating or fixed pipe with many small holes in it, are also an option. D.2.2 SWPPS MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-83 Safety is a primary concern. Design should consider the hazards associated with operations, such as sampling. Facilities should be designed to reduce slip hazards and drowning. Tanks and ponds should have life rings, ladders, or steps extending from the bottom to the top. Polymer Flow-Through Treatment Process Description: At a minimum, a flow-through chemical treatment system consists of the stormwater collection system (either temporary diversion or the permanent site drainage system), an untreated stormwater storage pond, and the chemically enhanced sand filtration system. Stormwater is collected at interception point(s) on the site and is diverted by gravity or by pumping to an untreated stormwater storage pond or other untreated stormwater holding area. The stormwater is stored until treatment occurs. It is important that the holding pond be large enough to provide adequate storage. Stormwater is then pumped from the untreated stormwater storage pond to the chemically enhanced sand filtration system where polymer is added. Adjustments to pH may be necessary before chemical addition. The sand filtration system continually monitors the stormwater for turbidity and pH. If the discharge water is ever out of an acceptable range for turbidity or pH, the water is recycled to the untreated stormwater pond where it can be retreated. For batch treatment and flow-through treatment, the following equipment should be located in a lockable shed: • The chemical injector. • Secondary containment for acid, caustic, buffering compound, and treatment chemical. • Emergency shower and eyewash. • Monitoring equipment which consists of a pH meter and a turbidimeter. System Sizing: Certain sites are required to implement flow control for the developed sites. These sites must also control stormwater release rates during construction. Generally, these are sites that discharge stormwater directly, or indirectly, through a conveyance system, into a fresh water. System sizing is dependent on flow control requirements. Sizing Criteria for Batch Treatment Systems for Flow Control Exempt Water Bodies: The total volume of the untreated stormwater storage pond and treatment ponds or tanks must be large enough to treat stormwater that is produced during multiple day storm events. It is recommended that at a minimum the untreated stormwater storage pond be sized to hold 1.5 times the runoff volume of the 10-year, 24-hour storm event. Bypass should be provided around the chemical treatment system to accommodate extreme storm events. Runoff volume shall be calculated using the methods presented in Chapter 3 of the SWDM. Worst-case land cover conditions (i.e., producing the most runoff) should be used for analyses (in most cases, this would be the land cover conditions just prior to final landscaping). Primary settling should be encouraged in the untreated stormwater storage pond. A forebay with access for maintenance may be beneficial. There are two opposing considerations in sizing the treatment cells. A larger cell is able to treat a larger volume of water each time a batch is processed. However, the larger the cell the longer the time required to empty the cell. A larger cell may also be less effective at flocculation and therefore require a longer settling time. The simplest approach to sizing the treatment cell is to multiply the allowable discharge flow rate times the desired drawdown time. A 4-hour drawdown time allows one batch per cell per 8-hour work period, given 1 hour of flocculation followed by two hours of settling. If the discharge is directly to a direct discharge exempt receiving water in Section 1.2.3 (Core Requirement #3) of the SWDM, or to an infiltration system, there is no discharge flow limit. Ponds sized for flow control water bodies must at a minimum meet the sizing criteria for direct discharge exempt receiving waters. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-84 Sizing Criteria for Flow-Through Treatment Systems for Flow Control Exempt Water Bodies: When sizing storage ponds or tanks for flow-through systems for flow control exempt water bodies, the treatment system capacity should be a factor. The untreated stormwater storage pond or tank should be sized to hold 1.5 times the runoff volume of the 10-year, 24-hour storm event minus the treatment system flowrate for an 8-hour period. For a chitosan-enhanced sand filtration system, the treatment system flowrate should be sized using a hydraulic loading rate between 6 to 8 gpm/ft². Other hydraulic loading rates may be more appropriate for other systems. Bypass should be provided around the chemical treatment system to accommodate extreme storms. Runoff volume shall be calculated using the methods presented in Chapter 3 of the SWDM. Worst-case land cover conditions (i.e., producing the most runoff) should be used for analyses (in most cases, this would be the land cover conditions just prior to final landscaping). Sizing Criteria for Flow Control Water Bodies: Sites that must implement flow control for the developed site condition must also control stormwater release rates during construction. Construction site stormwater discharges shall not exceed the discharge durations of the pre-developed condition for the range of pre-developed discharge rates from ½ of the 2-year flow through the 10-year flow as predicted by an approved continuous runoff model. The pre- developed condition to be matched shall be the land cover condition immediately prior to the development project. This restriction on release rates can affect the size of the storage pond and treatment cells. The following is how WWHM can be used to determine the release rates from the chemical treatment systems: 1. Determine the pre-developed flow durations to be matched by entering the existing land use area under the “Pre-developed” scenario in WWHM. The default flow range is from ½ of the 2-year flow through the 10-year flow. 2. Enter the post developed land use area in the “Developed Unmitigated” scenario in WWHM. 3. Copy the land use information from the “Developed Unmitigated” to “Developed Mitigated” scenario. 4. While in the “Developed Mitigated” scenario, add a pond element under the basin element containing the post-developed land use areas. This pond element represents information on the available untreated stormwater storage and discharge from the chemical treatment system. In cases where the discharge from the chemical treatment system is controlled by a pump, a stage/storage/discharge (SSD) table representing the pond must be generated outside WWHM and imported into WWHM. WWHM can route the runoff from the post-developed condition through this SSD table (the pond) and determine compliance with the flow duration standard. This would be an iterative design procedure where if the initial SSD table proved to be inadequate, the designer would have to modify the SSD table outside WWHM and re-import in WWHM and route the runoff through it again. The iteration will continue until a pond that complies with the flow duration standard is correctly sized. Notes on SSD table characteristics: • The pump discharge rate would likely be initially set at just below ½ of the 2-year flow from the pre-developed condition. As runoff coming into the untreated stormwater storage pond increases and the available untreated stormwater storage volume gets used up, it would be necessary to increase the pump discharge rate above ½ of the 2-year. The increase(s) above ½ of the 2-year must be such that they provide some relief to the untreated stormwater storage needs but at the same time will not cause violations of the flow duration standard at the higher flows. The final design SSD table will identify the appropriate pumping rates and the corresponding stage and storages. • When building such a flow control system, the design must ensure that any automatic adjustments to the pumping rates will be as a result of changes to the available storage in accordance with the final design SSD table. D.2.2 SWPPS MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-85 5. It should be noted that the above procedures would be used to meet the flow control requirements. The chemical treatment system must be able to meet the runoff treatment requirements. It is likely that the discharge flow rate of ½ of the 2-year or more may exceed the treatment capacity of the system. If that is the case, the untreated stormwater discharge rate(s) (i.e., influent to the treatment system) must be reduced to allow proper treatment. Any reduction in the flows would likely result in the need for a larger untreated stormwater storage volume. If the discharge is to a municipal storm drainage system, the allowable discharge rate may be limited by the capacity of the public system. It may be necessary to clean the municipal storm drainage system prior to the start of the discharge to prevent scouring solids from the drainage system. If the municipal storm drainage system discharges to a water body not on the flow control exempt list, the project site is subject to flow control requirements. Obtain permission from the owner of the collection system before discharging to it. If system design does not allow you to discharge at the slower rates as described above and if the site has a retention or detention pond that will serve the planned development, the discharge from the treatment system may be directed to the permanent retention/detention pond to comply with the flow control requirement. In this case, the untreated stormwater storage pond and treatment system will be sized according to the sizing criteria for flow-through treatment systems for flow control exempt water bodies described earlier except all discharge (water passing through the treatment system and stormwater bypassing the treatment system) will be directed into the permanent retention/detention pond. If site constraints make locating the untreated stormwater storage pond difficult, the permanent retention/detention pond may be divided to serve as the untreated stormwater storage pond and the post- treatment flow control pond. A berm or barrier must be used in this case so the untreated water does not mix with the treated water. Both untreated stormwater storage requirements, and adequate post-treatment flow control must be achieved. The post-treatment flow control pond’s revised dimensions must be entered into the WWHM and the WWHM must be run to confirm compliance with the flow control requirement. Maintenance Standards Monitoring: At a minimum, the following monitoring shall be conducted. Test results shall be recorded on a daily log kept on site. Additional testing may be required by the NPDES permit based on site conditions. Operational Monitoring: • Total volume treated and discharged. • Flow must be continuously monitored and recorded at not greater than 15-minute intervals. • Type and amount of chemical used for pH adjustment. • Amount of polymer used for treatment. • Settling time. Compliance Monitoring: Influent and effluent pH, flocculent chemical concentration, and turbidity must be continuously monitored and recorded at not greater than 15-minute intervals. pH and turbidity of the receiving water. Biomonitoring: Treated stormwater must be non-toxic to aquatic organisms. Treated stormwater must be tested for aquatic toxicity or residual chemicals. Frequency of biomonitoring will be determined by Ecology. Residual chemical tests must be approved by Ecology prior to their use. If testing treated stormwater for aquatic toxicity, you must test for acute (lethal) toxicity. Bioassays shall be conducted by a laboratory accredited by Ecology, unless otherwise approved by Ecology. Acute toxicity tests shall be conducted per the CTAPE protocol. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-86 Discharge Compliance: Prior to discharge, treated stormwater must be sampled and tested for compliance with pH, flocculent chemical concentration, and turbidity limits. These limits may be established by the Construction Stormwater General Permit or a site-specific discharge permit. Sampling and testing for other pollutants may also be necessary at some sites. pH must be within the range of 6.5 to 8.5 standard units and not cause a change in the pH of the receiving water of more than 0.2 standard units. Treated stormwater samples and measurements shall be taken from the discharge pipe or another location representative of the nature of the treated stormwater discharge. Samples used for determining compliance with the water quality standards in the receiving water shall not be taken from the treatment pond prior to decanting. Compliance with the water quality standards is determined in the receiving water. Operator Training: Each contractor who intends to use chemical treatment shall be trained by an experienced contractor. Each site using chemical treatment must have an operator trained and certified by an organization approved by Ecology. Standard BMPs: Surface stabilization BMPs should be implemented on site to prevent significant erosion. All sites shall use a truck wheel wash to prevent tracking of sediment off site. Sediment Removal and Disposal: • Sediment shall be removed from the storage or treatment cells as necessary. Typically, sediment removal is required at least once during a wet season and at the decommissioning of the cells. Sediment remaining in the cells between batches may enhance the settling process and reduce the required chemical dosage. • Sediment that is known to be non-toxic may be incorporated into the site away from drainages. D.2.2.6 CONSTRUCTION STORMWATER FILTRATION Purpose Filtration removes sediment from runoff originating from disturbed areas of the site. Background Information: Filtration with sand media has been used for over a century to treat water and wastewater. The use of sand filtration for treatment of stormwater has developed recently, generally to treat runoff from streets, parking lots, and residential areas. The application of filtration to construction stormwater treatment is currently under development. Conditions of Use Traditional BMPs used to control soil erosion and sediment loss from sites under development may not be adequate to ensure compliance with the water quality standard for turbidity in the receiving water. Filtration may be used in conjunction with gravity settling to remove sediment as small as fine silt (0.5 μm). The reduction in turbidity will be dependent on the particle size distribution of the sediment in the stormwater. In some circumstances, sedimentation and filtration may achieve compliance with the water quality standard for turbidity. The use of construction stormwater filtration does not require approval from Ecology as long as treatment chemicals are not used. Filtration in conjunction with polymer treatment requires testing under the Chemical Technology Assessment Protocol – Ecology (CTAPE) before it can be initiated. Approval from the appropriate regional Ecology office must be obtained at each site where polymers use is proposed prior to use. For more guidance on stormwater chemical treatment see BMP D.2.2.5. D.2.2 SWPPS MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-87 Design and Installation Specifications Two types of filtration systems may be applied to construction stormwater treatment: rapid and slow. Rapid sand filters are the typical system used for water and wastewater treatment. They can achieve relatively high hydraulic flow rates, on the order of 2 to 20 gpm/sf, because they have automatic backwash systems to remove accumulated solids. In contrast, slow sand filters have very low hydraulic rates, on the order of 0.02 gpm/sf, because they do not have backwash systems. Slow sand filtration has generally been used to treat stormwater. Slow sand filtration is mechanically simple in comparison to rapid sand filtration but requires a much larger filter area. Filtration Equipment Sand media filters are available with automatic backwashing features that can filter to 50 μm particle size. Screen or bag filters can filter down to 5 μm. Fiber wound filters can remove particles down to 0.5 μm. Filters should be sequenced from the largest to the smallest pore opening. Sediment removal efficiency will be related to particle size distribution in the stormwater. Treatment Process Description Stormwater is collected at interception point(s) on the site and is diverted to an untreated stormwater sediment pond or tank for removal of large sediment and storage of the stormwater before it is treated by the filtration system. The untreated stormwater is pumped from the trap, pond, or tank through the filtration system in a rapid sand filtration system. Slow sand filtration systems are designed as flow through systems using gravity. Maintenance Standards Rapid sand filters typically have automatic backwash systems that are triggered by a pre-set pressure drop across the filter. If the backwash water volume is not large or substantially more turbid than the untreated stormwater stored in the holding pond or tank, backwash return to the untreated stormwater pond or tank may be appropriate. However, other means of treatment and disposal may be necessary. • Screen, bag, and fiber filters must be cleaned and/or replaced when they become clogged. • Sediment shall be removed from the storage and/or treatment ponds as necessary. Typically, sediment removal is required once or twice during a wet season and at the decommissioning of the ponds. Sizing Criteria for Flow-Through Treatment Systems for Flow Control Exempt Water Bodies: When sizing storage ponds or tanks for flow-through systems for flow control exempt water bodies the treatment system capacity should be a factor. The untreated stormwater storage pond or tank should be sized to hold 1.5 times the runoff volume of the 10-year, 24-hour storm event minus the treatment system flowrate for an 8-hour period. For a chitosan-enhanced sand filtration system, the treatment system flowrate should be sized using a hydraulic loading rate between 6 to 8 gpm/ft². Other hydraulic loading rates may be more appropriate for other systems. Bypass should be provided around the chemical treatment system to accommodate extreme storms. Runoff volume shall be calculated using the methods presented in Chapter 3 of the SWDM (if no chemicals are proposed for use). Worst-case conditions (i.e., producing the most runoff) should be used for analyses (most likely conditions present prior to final landscaping). Sizing Criteria for Flow Control Water Bodies: Sites that must implement flow control for the developed site condition must also control stormwater release rates during construction. Construction site stormwater discharges shall not exceed the discharge durations of the pre-developed condition for the range of pre-developed discharge rates from 1/2 of the 2-year flow through the 10-year flow as predicted by an approved continuous runoff model. The pre- developed condition to be matched shall be the land cover condition immediately prior to the development project. This restriction on release rates can affect the size of the storage pond, the filtration system, and the flow rate through the filter system. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-88 The following is how WWHM can be used to determine the release rates from the filtration systems: 1. Determine the pre-developed flow durations to be matched by entering the land use area under the “Pre-developed” scenario in WWHM. The default flow range is from ½ of the 2-year flow through the 10-year flow. 2. Enter the post developed land use area in the “Developed Unmitigated” scenario in WWHM. 3. Copy the land use information from the “Developed Unmitigated” to “Developed Mitigated” scenario. 4. There are two possible ways to model stormwater filtration systems: a) The stormwater filtration system uses an untreated stormwater storage pond/tank and the discharge from this pond/tank is pumped to one or more filters. In-line filtration chemicals would be added to the flow right after the pond/tank and before the filter(s). Because the discharge is pumped, WWHM can’t generate a stage/storage /discharge (SSD) table for this system. This system is modeled the same way as described Ecology’s BMP C250 (or BMP D.2.2.5 when seeking City approval for non-chemical treatment) and is as follows: While in the “Developed Mitigated” scenario, add a pond element under the basin element containing the post-developed land use areas. This pond element represents information on the available untreated stormwater storage and discharge from the filtration system. In cases where the discharge from the filtration system is controlled by a pump, a stage/storage/discharge (SSD) table representing the pond must be generated outside WWHM and imported into WWHM. WWHM can route the runoff from the post-developed condition through this SSD table (the pond) and determine compliance with the flow duration standard. This would be an iterative design procedure where if the initial SSD table proved to be out of compliance, the designer would have to modify the SSD table outside WWHM and re-import in WWHM and route the runoff through it again. The iteration will continue until a pond that enables compliance with the flow duration standard is designed. Notes on SSD table characteristics: • The pump discharge rate would likely be initially set at just below ½ if the 2-year flow from the pre-developed condition. As runoff coming into the untreated stormwater storage pond increases and the available untreated stormwater storage volume gets used up, it would be necessary to increase the pump discharge rate above ½ of the 2-year. The increase(s) above ½ of the 2-year must be such that they provide some relief to the untreated stormwater storage needs but at the same time they will not cause violations of the flow duration standard at the higher flows. The final design SSD table will identify the appropriate pumping rates and the corresponding stage and storages. • When building such a flow control system, the design must ensure that any automatic adjustments to the pumping rates will be as a result of changes to the available storage in accordance with the final design SSD table. b) The stormwater filtration system uses a storage pond/tank and the discharge from this pond/tank gravity flows to the filter. This is usually a slow sand filter system and it is possible to model it in WWHM as a Filter element or as a combination of Pond and Filter element placed in series. The stage/storage/discharge table(s) may then be generated within WWHM as follows: i. While in the “Developed Mitigated” scenario, add a Filter element under the basin element containing the post-developed land use areas. The length and width of this filter element would have to be the same as the bottom length and width of the upstream untreated stormwater storage pond/tank. ii. In cases where the length and width of the filter is not the same as those for the bottom of the upstream untreated stormwater storage tank/pond, the treatment system may be modeled as a Pond element followed by a Filter element. By having these two elements, WWHM would then generate a SSD table for the storage pond which then gravity flows to the Filter element. D.2.2 SWPPS MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-89 The Filter element downstream of the untreated stormwater storage pond would have a storage component through the media, and an overflow component for when the filtration capacity is exceeded. WWHM can route the runoff from the post-developed condition through the treatment systems in 4b and determine compliance with the flow duration standard. This would be an iterative design procedure where if the initial sizing estimates for the treatment system proved to be inadequate, the designer would have to modify the system and route the runoff through it again. The iteration would continue until compliance with the flow duration standard is achieved. 5. It should be noted that the above procedures would be used to meet the flow control requirements. The filtration system must be able to meet the runoff treatment requirements. It is likely that the discharge flow rate of ½ of the 2-year or more may exceed the treatment capacity of the system. If that is the case, the untreated stormwater discharge rate(s) (i.e., influent to the treatment system) must be reduced to allow proper treatment. Any reduction in the flows would likely result in the need for a larger untreated stormwater storage volume. If system design does not allow you to discharge at the slower rates as described above and if the site has a retention or detention pond that will serve the planned development, the discharge from the treatment system may be directed to the permanent retention/detention pond to comply with the flow control requirements. In this case, the untreated stormwater storage pond and treatment system will be sized according to the sizing criteria for flow-through treatment systems for flow control exempt waterbodies described earlier except all discharges (water passing through the treatment system and stormwater bypassing the treatment system) will be directed into the permanent retention/detention pond. If site constraints make locating the untreated stormwater storage pond difficult, the permanent retention/detention pond may be divided to serve as the untreated stormwater discharge pond and the post- treatment flow control pond. A berm or barrier must be used in this case so the untreated water does not mix with the treated water. Both untreated stormwater storage requirements, and adequate post-treatment flow control must be achieved. The post-treatment flow control pond’s revised dimensions must be entered into the WWHM and the WWHM must be run to confirm compliance with the flow control requirement. D.2.2.7 HIGH PH NEUTRALIZATION USING CO2 Purpose When pH levels in stormwater rise above 8.5 it is necessary to lower the pH levels to the acceptable range of 6.5 to 8.5, this process is called pH neutralization. pH neutralization involves the use of solid or compressed carbon dioxide gas in water requiring neutralization. Neutralized stormwater may be discharged to surface waters under the Construction Stormwater General permit. Neutralized process water such as concrete truck wash-out, hydro-demolition, or saw-cutting slurry must be managed to prevent discharge to surface waters. Any stormwater contaminated during concrete work is considered process wastewater and must not be discharged to surface waters. Reason for pH Neutralization: A pH level range of 6.5 to 8.5 is typical for most natural watercourses, and this neutral pH is required for the survival of aquatic organisms. Should the pH rise or drop out of this range, fish and other aquatic organisms may become stressed and may die. Calcium hardness can contribute to high pH values and cause toxicity that is associated with high pH conditions. A high level of calcium hardness in waters of the state is not allowed. The water quality standard for pH in Washington State is in the range of 6.5 to 8.5. Ground water standard for calcium and other dissolved solids in Washington State is less than 500 mg/l. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-90 Conditions of Use Causes of High pH: High pH at construction sites is most commonly caused by the contact of stormwater with poured or recycled concrete, cement, mortars, and other Portland cement or lime containing construction materials. (See BMP D.2.2.1, Concrete Handling for more information on concrete handling procedures). The principal caustic agent in cement is calcium hydroxide (free lime). Advantages of CO2 Sparging: • Rapidly neutralizes high pH water. • Cost effective and safer to handle than acid compounds. • CO2 is self-buffering. It is difficult to overdose and create harmfully low pH levels. • Material is readily available. The Chemical Process: When carbon dioxide (CO2) is added to water (H2O), carbonic acid (H2CO3) is formed which can further dissociate into a proton (H+) and a bicarbonate anion (HCO3-) as shown below: CO2 + H2O ↔ H2CO3 ↔ H+ + HCO3- The free proton is a weak acid that can lower the pH. Water temperature has an effect on the reaction as well. The colder the water temperature is the slower the reaction occurs and the warmer the water temperature is the quicker the reaction occurs. Most construction applications in Washington State have water temperatures in the 50°F or higher range so the reaction is almost simultaneous. Design and Installation Specifications Treatment Process: High pH water may be treated using continuous treatment, continuous discharge systems. These manufactured systems continuously monitor influent and effluent pH to ensure that pH values are within an acceptable range before being discharged. All systems must have fail safe automatic shut off switches in the event that pH is not within the acceptable discharge range. Only trained operators may operate manufactured systems. System manufacturers often provide trained operators or training on their devices. The following procedure may be used when not using a continuous discharge system: 1. Prior to treatment, the appropriate jurisdiction should be notified in accordance with the regulations set by the jurisdiction. 2. Every effort should be made to isolate the potential high pH water in order to treat it separately from other stormwater onsite. 3. Water should be stored in an acceptable storage facility, detention pond, or containment cell prior to treatment. 4. Transfer water to be treated to the treatment structure. Ensure that treatment structure size is sufficient to hold the amount of water that is to be treated. Do not fill tank completely, allow at least 2 feet of freeboard. 5. The operator samples the water for pH and notes the clarity of the water. As a rule of thumb, less CO2 is necessary for clearer water. This information should be recorded. 6. In the pH adjustment structure, add CO2 until the pH falls in the range of 6.9 to 7.1. Remember that pH water quality standards apply so adjusting pH to within 0.2 pH units of receiving water (background pH) is recommended. It is unlikely that pH can be adjusted to within 0.2 pH units using dry ice. Compressed carbon dioxide gas should be introduced to the water using a carbon dioxide diffuser located near the bottom of the tank, this will allow carbon dioxide to bubble up through the water and diffuse more evenly. D.2.2 SWPPS MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-91 7. Slowly discharge the water making sure water does not get stirred up in the process. Release about 80% of the water from the structure leaving any sludge behind. 8. Discharge treated water through a pond or drainage system. 9. Excess sludge needs to be disposed of properly as concrete waste. If several batches of water are undergoing pH treatment, sludge can be left in treatment structure for the next batch treatment. Dispose of sludge when it fills 50% of tank volume. Sites that must implement flow control for the developed site must also control stormwater release rates during construction. All treated stormwater must go through a flow control facility before being released to surface waters which require flow control. Maintenance Standards Safety and Materials Handling: • All equipment should be handled in accordance with OSHA rules and regulations. • Follow manufacturer guidelines for materials handling. Operator Records: Each operator should provide: • A diagram of the monitoring and treatment equipment. • A description of the pumping rates and capacity the treatment equipment is capable of treating. Each operator should keep a written record of the following: • Client name and phone number. • Date of treatment. • Weather conditions. • Project name and location. • Volume of water treated. • pH of untreated water. • Amount of CO2 needed to adjust water to a pH range of 6.9 to 7.1. • pH of treated water. • Discharge point location and description. A copy of this record should be given to the client/contractor who should retain the record for 3 years. D.2.2.8 PH CONTROL FOR HIGH PH WATER Purpose When pH levels in stormwater rise above 8.5 it is necessary to lower the pH levels to the acceptable range of 6.5 to 8.5, this process is called pH neutralization. Stormwater with pH levels exceeding water quality standards may be treated by infiltration, dispersion in vegetation or compost, pumping to a sanitary sewer, disposal at a permitted concrete batch plant with pH neutralization capabilities, or carbon dioxide sparging. BMP D.2.2.7, High pH Neutralization Using CO2 gives guidelines for carbon dioxide sparging. Reason for pH Neutralization: A pH level range of 6.5 to 8.5 is typical for most natural watercourses, and this pH range is required for the survival of aquatic organisms. Should the pH rise or drop out of this range, fish and other aquatic organisms may become stressed and may die. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-92 Conditions of Use Causes of High pH: High pH levels at construction sites are most commonly caused by the contact of stormwater with poured or recycled concrete, cement, mortars, and other Portland cement or lime containing construction materials. (See BMP D.2.2.1, Concrete Handling for more information on concrete handling procedures). The principal caustic agent in cement is calcium hydroxide (free lime). Design and Installation Specifications Disposal Methods: Infiltration • Infiltration is only allowed if soil type allows all water to infiltrate (no surface runoff) without causing or contributing to a violation of surface or ground water quality standards. • Infiltration techniques should be consistent with Chapter 5 of the SWDM Dispersion • Dispersion techniques should be consistent with Appendix C of the SWDM Sanitary Sewer Disposal • Approval from King County and the City of Renton is required prior to disposal via the sanitary sewer. Concrete Batch Plant Disposal • Only permitted facilities may accept high pH water. • Facility should be contacted before treatment to ensure they can accept the high pH water. Stormwater Discharge Any pH treatment options that generate treated water that must be discharged off site are subject to flow control requirements. Sites that must implement flow control for the developed site must also control stormwater release rates during construction. All treated stormwater must go through a flow control facility before being released to surface waters which require flow control. D.2.2.9 USE OF HIGH PH SOIL AMENDMENTS ON CONSTRUCTION SITES The use of soil amendments (including cement treated base [CTB] and cement kiln dust [CKD]) on development sites must be approved by the City. The approval process is described in “Processing Requirements for Use of Soil Amendments on Construction Sites” below. Use of Soil Amendments It is sometimes a construction practice to add soil amendments to the surfaces of some construction areas in order to stabilize the ground for building. This practice includes placing an additive on the ground then mixing with the soil to a specified depth and finally compacting the mix. When mixed with the soil, the moisture in the ground may allow these additives to create a chemical reaction that cures similar to concrete and may absorb excessive moisture to allow soils to be compacted. The end result is a stable site for constructing a road or building pad. Because soil amendments may be rich in lime content and other material, water runoff from these areas can be affected. If not controlled and treated, this could result in a degradation of water quality and natural drainage systems. Because these additives come in a fine powder form, the actual application can create fugitive dust. When mixed with water, some additives can become corrosive. D.2.2 SWPPS MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-93 Definitions The following are definitions of soil amendment products that are allowed for use under these procedures: 1. Cement Kiln Dust (CKD) is a by-product in the manufacturing of cement 9. 2. Cement Treated Base (CTB) utilizes Portland Cement Type II as the soil additive. CTB/CKD Soil Amendment BMPs Table D.2.2.9.A on the following pages lists twelve BMP categories of action and specific BMPs for each category to be applied when proposing CTB/CKD soil amendments or using soil amendments onsite. Note: Additional BMPs may be required to prevent adverse impacts to the public and/or the environment. It is the responsibility of the permit holder to remain in compliance with all other applicable local, state, and federal regulations. TABLE D.2.2.9.A CTB/CKD SOIL AMENDMENT BMPS Category of Action Specific Action CTB/CKD Best Management Practices 1. Materials Source Analysis Solubility Testing & Specifications A. If CKD is proposed, a chemical analysis of soluble pollutants of the product to be used will be provided to the Washington State Department of Ecology (Ecology) and the CED review staff in advance of any product is applied. B. CTB/CKD mixing percentage is anticipated to be approximately 3 percent to 5 percent. C. A Geotechnical Engineer will establish the mixing percentage for the onsite soils. D. All treatment procedures shall be directed, monitored, and verified by a Geotechnical Engineer. E. Soil amendments will never occur in excess of the ability of the onsite equipment and resources to meet all BMP requirements specified herein. 2. Site Preparation Runoff Collection System A. Areas that are to be treated as shown on the plan are flagged off to prevent equipment from leaving treated area and going onto untreated areas, and to prevent unauthorized equipment from entering the treated area. B. Assessment of surface runoff collection points are noted. C. Cutoff trenches, collection sumps, and pumps are installed. D. Sealed storage tanks will be properly sized to contain all runoff from treated areas. E. Sealed storage tanks shall be set up and ready for use to treat contact water. F. An approved wheel wash will be constructed at the construction exit, typically a paved ramp sump that utilizes high-pressure washers. G. Copies of Treatment Plan, Approval, and Contingency Plan area are required to be located on site. 9 CKD is collected by air pollution control devices used to clean kiln exhaust during the manufacturing of Portland Cement. EPA has classified CKD a non-hazardous waste product provided management standards are followed for groundwater protection and control of fugitive dust releases. CKD should not to be confused with Fly Ash, which is a by-product of burning coal or wood and incineration of other material. Fly ash can contain major oxides and trace metals, depending upon the fuel source, and is considered too hazardous for use as a soil amendment. Using this product is not authorized or endorsed by Ecology or the City. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-94 TABLE D.2.2.9.A CTB/CKD SOIL AMENDMENT BMPS Category of Action Specific Action CTB/CKD Best Management Practices 3. Lay-down Mixing Equipment A. Exposure of CTB/CKD materials to air to be minimized. Delivery tankers shall be set up to place CTB/CKD directly into spreading trucks or equipment. B. CTB/CKD operations are only allowed during daylight hours. C. Tarps or dust bags will be used over the discharge truck hose at unloading to prevent dust particles for becoming airborne. D. Unloading will occur at the lowest possible pump pressure. E. Unloading and mixing will be avoided on high wind days. PSAPCA Section 9.15 prohibits visible emissions of fugitive dust. F. CTB/CKD to be placed on ground by large wheeled spreaders designed for this purpose capable of measuring application. G. When spreading CTB/CKD it shall be kept 2–3 feet away from untreated areas boundaries to prevent the material from migration and contaminating outside the treatment zone. H. Treatment area will be kept damp/wet at all times CTB/CKD is being spread and mixed. Skirting around applicator/spreader and mixer is required to minimize CTB/CKD dust. I. CTB/CKD is to be roto-tilled into soil immediately after being spread onto soils and shall be done with a skirted tiller. J. Direct auguring machine that measures, spreads, and mixes CTB/CKD in one operation is preferred. K. Compaction will be complete within 2 hours after CTB/CKD application. 4. Site Management Work Progress and Weather Conditions A. Dust suppression by use of water trucks shall be used on areas where work on dry soil is performed and potential airborne contamination may occur. B. The volume of CTB/CKD allowed on site will be limited to the amount that can be used within a normal workday. Every effort will be made to forecast the daily delivery rate to match the daily onsite use rate. C. CTB/CKD will not be added to soils at a rate that exceeds the ability of onsite resources to immediately commence mixing and compacting. D. No work will occur in rain heavier than drizzle, or under drizzle that exceeds 6 hours duration, or under any rainfall which generates runoff from the areas being worked. E. Should the weather change to stop the application, remaining CTB/CKD will be covered and contained to prevent stormwater from entering storage containment, and causing runoff. F. All vehicles and equipment leaving the treatment area/site must be cleaned/washed to prevent CTB/CKD from leaving site. Wash water will be contained and treated as needed. G. CTB/CKD contact water in the wheel wash will be removed from the site via a Vactor truck for transport to an approved off-site treatment or disposal facility in accordance with all federal, state, and local laws and regulations; or, if permitted, to the sanitary sewer system. D.2.2 SWPPS MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-95 TABLE D.2.2.9.A CTB/CKD SOIL AMENDMENT BMPS Category of Action Specific Action CTB/CKD Best Management Practices 5. Surface Water Collection A. Surface runoff from the treated areas is to be collected and stored in onsite sealed treatment tanks. B. A rigid schedule of TESC inspection, maintenance, and drainage controls will be maintained. C. Temporarily plugging and using detention facilities is not allowed as a storage practice. D. Runoff from compacted areas amended with CTB/CKD will be directed to previously sealed tank(s) until pH levels of water are verified to be within acceptable background water limits. No uncontrolled discharge or infiltration from the sealed tank(s) will be allowed. E. Drainage from areas amended with CTB/CKD within the past 72 hours will be prevented from co-mingling with any other project drainage. 6. Discharge Compliance Applicable Regulations A. Any and all discharges from this site will be in compliance with all applicable federal, state, and local laws and regulations pertaining to health and safety, water, air, waste, and wildlife, including the Federal Clean Water Act, Clean Air Act, and Endangered Species Act. Laboratory analysis of water is required prior to discharge to verify compliance. B. No infiltration is allowed to occur if pH readings are above 8.5 standard pH units, or below 6.5 standard pH units. C. A pH meter must be used to determine levels. pH meter is to be calibrated following proper QA/QC procedures. Fresh buffers are to be available to re-calibrate as needed. D. A log of turbidity and pH readings will be kept on site for inspection. E. All treatment of water must be directed, bench tested, monitored and verified by a qualified water quality specialist. F. Treated area water runoff shall not enter the permanent stormwater system. G. Stormwater drainage system within treatment area is to be cleaned out prior to use for regular water runoff conveyance from untreated areas. Water from cleanout is to be tested and treated following the approved treatment criteria. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-96 TABLE D.2.2.9.A CTB/CKD SOIL AMENDMENT BMPS Category of Action Specific Action CTB/CKD Best Management Practices 7. Natural Treatment and Discharge A. The preferred method of disposal of the treatment water will be discharge to the sanitary sewer, provided a permit is obtained to do so. B. If infiltration is proposed, the area of infiltration is to be identified, capacity confirmed, and a contingency discharge plan in place in the event facilities fail to infiltrate. C. For infiltration, pH limits shall be strictly adhered to. D. If a permit to discharge to the sanitary sewer is not obtained, a National Pollutant Discharge Elimination System (NPDES) discharge permit is required from Ecology. The retention volume of the lined pond(s) will also be increased to ensure complete control of the retained volume. Monitoring, bench testing, and controlled discharge rates, with prior approval by Ecology, would be needed prior to discharge to an approved off-site surface drainage system. Sites that currently have NPDES permits will need to amend permit prior to discharge to cover this action. City approval is still required. E. Per RMC 4-6-030, discharges into receiving drainage systems shall not have acid or basic pH levels. F. Sealed storage tanks shall be used to reduce turbidity and pH before discharge. 8. Chemical Treatment A. Carbon dioxide sparging (dry ice pellets) may be used as the chemical treatment agent to reduce the water pH. B. Any means of water treatment to reduce pH will require an NPDES discharge permit from Ecology. Permit would only be granted after bench testing performed by an independent qualified party. C. Active mixing will cease if the residual retention water volume falls below the ability to treat and properly dispose of contact storm water. D. Discharge would only occur after the approval of Ecology, following bench testing and consultation with Ecology. E. All materials for chemical treatment will be on site and property stored, during all phases of CTB/CKD treatment. 9. Water Quality Monitoring A. Turbidity and pH will be monitored on a twice-daily basis, prior to operations and immediately upon ceasing operations, and these measurements will be recorded. Monitoring will also occur immediately after any storm event of ½ inch in 24 hours, or water migration to the retention pond(s), and the measurements recorded. If the pH approaches 8.0, monitoring frequency will increase. B. Turbidity and pH monitoring will occur in all treatment facilities, stormwater detention facilities, infiltration areas (if infiltration is used), and in all surface water areas adjacent to site where stormwater potentially discharges. Additional upstream surface water sites will be established to determine background levels of turbidity and pH. C. All water quality monitoring data will be conducted and evaluated by an independent, qualified party and conducted using professionally supportable test protocols and QA/QC procedures. D.2.2 SWPPS MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-97 TABLE D.2.2.9.A CTB/CKD SOIL AMENDMENT BMPS Category of Action Specific Action CTB/CKD Best Management Practices 10. Reporting Ecology and CED A. All water quality monitoring data will be included in weekly CED TESC reports to CED, and in weekly NPDES reports to Ecology. B. All work, testing, and monitoring associated with the application of CTB/CKD shall be observed by engineer. The engineer shall prepare and submit a report to the assigned CED project inspector indicating BMPs were/were not being met. C. Copies of all reports and logs will be available on site during the soil and surface runoff treatment activities. Other elements to consider: 11. Water Quality – Soils Source Controls A. There may be very small amounts of concrete washout produced onsite as a result of construction of erosion control measures during reclamation. Concrete washout, if any, would be retained in a lined enclosure of at least 6-ml Visqueen or plastic sheeting, with no outlet. The washout retention enclosure would be isolated and separate from any CTB/CKD area runoff. Contents of the lined concrete washout enclosure will be removed from the site via a Vactor truck for disposal in an approved off-site treatment or disposal facility in accordance with all federal, state, and local laws and regulations. Signed trip tickets, as proof of proper disposal, will be provided to Ecology and CED. 12. Water Quality – pH Cover Measures A. Areas amended with CTB/CKD for compaction after CTB/CKD addition will be covered with plastic or Visqueen sheeting, or other impervious material by the end of each working day. B. Temporary cover will be maintained over all compacted areas amended with CTB/CKD until testing confirms that pH levels are stabilized to background measurements. [Note: Curing to avoid pH effects has no relationship to the rate at which material can be compacted in multiple lifts. Compaction will commence immediately after application and mixing, and multiple lifts will occur as quickly as each lift is compacted and ready to accept the next.] C. Should weather conditions prevent mixing, any unmixed CTB/CKD remaining on site will be enclosed in a sealed containment, such as portable silo, or removed from site. Processing Requirements for Use of High pH Soil Amendments on Construction Sites 10 Purpose This section establishes procedures for implementing BMPs when using high pH soil amendments on construction sites. See Table D.2.2.9.A for a description of the BMPs. This section outlines an expedited review process and typical approval conditions that will allow contractors and builders to use soil amendments without impacting water quality. Additional BMPs may be required based upon site specific conditions that may warrant more protection. This policy is limited to those amendments, defined below, commonly known to add stability to sloppy soil conditions but which can alter water runoff quality. Authority: RMC 4-6-030(J) prohibits discharges of polluted or contaminated water into surface or storm water drainage systems. The purpose of this statute is to protect surface and ground water by regulating the discharge of potentially contaminated surface water. If soil amendments are proposed with an initial application, an environmental review is required, under SEPA, which assesses impacts, provides public input and mitigated conditions for its use. 10 Excerpted from the King County Stormwater Pollution Prevention Manual (SPPM), BMP Info Sheet #11 SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-98 The City of Renton also requires an engineered design for use of a soil amendment on road surfaces or around drainage systems (see Appendix C). The design may incorporate a thorough assessment of soil composition and laboratory analysis. The SWDM authorizes CED to adopt BMPs for the control and protection of surface water. Currently, for all sites, the BMPs established in this policy are the minimum standards that shall be applied. Procedure An applicant may apply for use of soil amendments allowed under this policy anytime during the permit application review or after the permit has been issued and site construction is underway. After making a submittal to CED, the applicant may receive approval conditions. Conditions may vary from site to site, but typically will include many of the BMPs included in this policy. Applicants should identify any use of soil amendments as early in the process as possible to avoid delays in obtaining approval for use during the construction phase. If a site has known soil and water conditions that might make work during rainy periods difficult, they may want to plan to use soil amendments on their site. Obviously, if this issue is addressed at the permit review phase, implementation in the field can occur without delay. However, because of the potential risks of surface water pollution discharge and required treatment, an environmental assessment will be necessary before conditions for use can be established. Limitations This policy applies to the intended use of soil amendments in areas that will be covered by impervious surfaces. For areas not covered by impervious surfaces, additional reviews, study, and BMPs may be required. In addition, alterations to original approved use plans will require a resubmittal for approval. Approval for the use of the soil amendments can only occur by strictly following the procedures contained herein and not by any other approval obtained from CED. Submittal Requirements To obtain approval for the use of soil amendments allowed under this policy, the applicant shall prepare a submittal package to CED that includes the following: • Letter to CED requesting use of soil amendments at a construction site allowed under this policy. • Document or letter attachment that identifies source of materials and description of mixing and laydown process, plan for disposal of treated contact water, sanitary sewer permits and/or BMPs, and special precautions proposed to prevent the contamination of surface or stormwater drainage systems, other than ‘sealed’ drainage systems. • Site Plan: Show a site plan map which: 1) Shows overall grading plan showing existing and proposed contours. 2) Identifies sensitive areas and permanent or temporary drainage facilities. 3) Identifies areas that soil amendment is planned. 4) Shows depths of application and percent of amendment to be used. 5) Shows location of special wheel wash facility. 6) Shows location of collection and conveyance swales or pipes for contact water. 7) Shows location of sealed storage/treatment tanks or temporary ponds (fully lined). 8) Identifies any discharge point from the site into natural drainage systems. 9) Includes soil log locations that identify seasonal high groundwater areas. • Report and analysis of engineering mix design which includes depths of application and percent of amendment usage. • For proposals that use CKD and CKD additive, provide analysis of source material for soluble contaminants. Include a description of fuel source. D.2.2 SWPPS MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-99 • Monitoring criteria, including locations for pH and turbidity testing. • Provide contingency plan should use of soil amendment and site and weather conditions result in polluted or contact water entering natural drainage systems. • Provide contact information or water quality specialist assigned to monitor application of soil amendments and BMPs. If the project is under construction, the applicant shall contact the CED inspector assigned to the project to initiate a review for compliance with the BMPs and requirements herein. Otherwise contact the planner or engineer assigned to review the permit or land use application. Review and Approval Once the review has been completed, the applicant shall be notified by letter which stipulates the conditions of approval. Prior to authorizing the use of soil amendments at the site, the applicant shall provide a special restoration financial guarantee cash deposit in the amount as determined by the existing, established processes. Note: It remains the applicant/contractor’s responsibility to comply with any other applicable state or federal regulations such as use of NIOSH respiratory protection, safety goggles, gloves and protective clothing whenever using hazardous materials. Applicable Standards Typically, all proposals using soil amendments shall have these conditions as standard requirements: 1. Prior to any application of CKD/CTB, the general contract shall hold a preconstruction meeting with the assigned CED inspector at least 3 working days in advance. 2. CKD will not be permitted for use in areas adjacent to or in proximity to wetlands and streams areas. CTB may or may not be permitted in these areas. 3. Areas not covered by impervious surfaces: • CKD will not be permitted in areas that will not be covered by impervious surfaces. • If CTB is proposed in these areas, an analysis of whether or not the soil amendment will change the post-development runoff characteristics and the permanent stormwater facilities were sized appropriately shall be submitted for review. Use of CTB in areas not permanently covered by impervious surface may require re-sizing of the permanent stormwater facilities. 4. If CKD is proposed, the contractor shall provide mill certificates verifying the product composition. The contractor/developer must be prepared to follow BMPs during and after soil treatment and be prepared to treat runoff from the treatment area(s) immediately. All stormwater collection systems must be in place and all equipment (pH meters, dry ice, etc.) must be onsite. 5. Collection of stormwater (see BMP #5 in Table D.2.2.9.A): • Stormwater from the application area shall be kept separate from and prevented from comingling with uncontaminated stormwater. • During the application of CKD/CTB, stormwater runoff shall be collected in temporary collection systems and shall not be allowed to enter the permanent facilities. Permanent drainage systems shall be capped to prevent contact stormwater from entering the inlets of the catch basins. Stormwater from the application area shall not be collected in the temporary/permanent detention ponds, even if the underlying soils are ‘impermeable.’ 6. Treatment: If necessary, pH adjustment shall be done in the collection tanks or temporary ponds and not in the permanent detention ponds. 7. Disposal options: The proposal to use CKD/CTB must contain a disposal plan that may include one or a combination of sanitary sewer or approved offsite disposal. Treated contact water may be discharged to the sanitary sewer if authorizations are obtained from the King County and the City of Renton. All discharge conditions (e.g., pH, settleable solids) must be followed. If a sanitary sewer is not available at the site, contact water may be transported offsite to an approved site for disposal and proof of SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-100 proper disposal must be submitted to the City. All authorizations for disposal shall be obtained prior to CKD/CTB application. • Infiltration: Depending on the site conditions, pH-adjusted stormwater may be infiltrated. Prior to infiltration, pH must be between 6.5 and 8.5. • Surface Water: Contact water from the application area shall not be discharged to surface waters, even if treatment has adjusted the pH. 8. Emergency backup plan: An emergency backup plan must be prepared and ready to implement to handle large quantities of stormwater. 9. Monitoring shall be conducted to determine that contact stormwater is not leaving the site. Offsite monitoring shall also be conducted to identify impacts to adjacent water bodies. Bonding may be required to cover mitigation of impacts and restoration. 10. A soils specialist will establish the mixing percentage for onsite soils. Soil amendments will never occur in excess of the ability of the onsite equipment and resources to meet all BMP requirements. 11. For sites one acre or larger, a Construction Stormwater General permit must be obtained from Ecology. Construction Stormwater General permits and ‘Stormwater Pollution Prevention Plans (SWPPPs) must be amended and the use of CKD/CTB must be approved by Ecology prior to application. The contractor/developer shall comply will all federal, state, and local regulations. A health and safety plan may be required for the protection of CED inspectors. Additional BMPs may be applicable depending on mix design, proximity of wetlands or streams (e.g., within 300 feet of class/type I and 100 feet or less for other types) and site conditions. D.2.2.10 MAINTAIN PROTECTIVE BMPS Pollutant protection measures shall be maintained to ensure continued performance of their intended function. Reporting and documentation shall be kept current and made available to CED as indicated. Purpose: The purpose of maintaining protective BMPs is to provide effective pollutant protection when and where required by the plan and the project, and to provide timely and relevant project information. When to Maintain: Protection measures shall be monitored per Section D.2.4.4 at a minimum, continuously during operation, and promptly maintained to fully functioning condition as necessary to ensure continued performance of their intended function. Documentation shall be kept current per specific BMP requirements. Measures to Use: 1. Maintain and repair all pollutant control BMPs as needed to ensure continued performance of their intended function in accordance with BMP specifications. 2. Maintain and repair storage locations for equipment and materials associated with BMP processes. Conduct materials disposal in compliance with City requirements. 3. As required, provide current reporting and performance documentation at an accessible location for the site inspector and other CED staff. 4. Remove all temporary pollutant control BMPs prior to final construction approval, or within 30 days after achieving final site stabilization or after the temporary BMPs are no longer needed. D.2.2.11 MANAGE THE PROJECT SWPPP requirements shall be implemented and managed as part of the overall CSWPP plan. Concrete construction and its impacts are primary among pollutant concerns on site development projects. Fueling operations and materials containment of treatment chemicals and other project materials are also typical D.2.2 SWPPS MEASURES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-101 pollutant concerns. Operations that produce these and other pollutants are often conducted by subcontractors and their laborers, yet may require specific protective measures, documentation and reporting. Protective measures and BMPs need to be made available prior to construction and suitable oversight provided to ensure inspection, monitoring and documentation requirements are met. Projects shall assign a qualified CSWPP Supervisor (Section D.2.3.1) to be the primary contact for SWPPP and ESC issues and reporting, coordination with subcontractors and implementation of the CSWPP plan as a whole. Measures to Use: 1. Phase development projects to the maximum degree practicable and take into account seasonal work limits. 2. Inspection and monitoring – Inspect, maintain, and repair all BMPs as needed to ensure continued performance of their intended function. Conduct site inspections and monitoring in accordance with the Construction Stormwater General Permit and City requirements. Coordinate with subcontractors and laborers to ensure the SWPPP measures are followed. 3. Documentation and reporting – Inspect, maintain, and repair all BMPs as needed to ensure continued performance of their intended function. Document site inspections and monitoring in accordance with the Construction Stormwater General Permit, specific BMP conditions and City requirements. Log sheets provided in Reference Section 8 may be used if appropriate. Follow reporting requirements and provide documentation as requested to CED staff. 4. Maintaining an updated construction SWPPP – Maintain, update, and implement the SWPPP in accordance with the Construction Stormwater General Permit and City requirements. Obtain approval for specific SWPPP measures (e.g., chemical treatments of stormwater) well in advance of need. Coordinate SWPPP plan updates with the site inspector (see Section D.2.4.1). D.2.3 CSWPP PERFORMANCE AND COMPLIANCE PROVISIONS The changing conditions typical of construction sites call for frequent field adjustments of existing ESC and SWPPS measures or additional ESC and SWPPS measures in order to meet required performance. In some cases, strict adherence to specified measures may not be necessary or practicable based on site conditions or project type. In other cases, immediate action may be needed to avoid severe impacts. Therefore, careful attention must be paid to ESC and SWPPS performance and compliance in accordance with the provisions contained in this section. D.2.3.1 CSWPP SUPERVISOR For projects in Targeted, Full, or Large Project Drainage Review, or projects in Directed Drainage Review as determined by CED review staff, the applicant must designate a CSWPP supervisor who shall be responsible for the performance, maintenance, and review of ESC and SWPPS measures and for compliance with all permit conditions relating to CSWPP as described in the CSWPP Standards. The applicant’s selection of a CSWPP supervisor must be approved by the City. (City approval may be rescinded for non-compliance, requiring the applicant to select another CSWPP supervisor and obtain City approval prior to continuing work on the project site.) For projects that disturb one acre or more of land, the CSWPP supervisor must be a Certified Professional in Erosion and Sediment Control (see <www.cpesc.net> for more information) or a Certified Erosion and Sediment Control Lead whose certification is recognized by the City.11 The City may also require a certified ESC professional for sites smaller than one acre of disturbance if CED determines that onsite ESC measures are inadequately installed, located, or maintained. 11 The City’s recognition of certification means that the individual has taken an approved third party training program and has passed the approved test for that training program. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-102 For larger, more sensitive sites, the City may require a certified ESC professional with several years of experience in construction supervision/inspection and a background in geology, soil science, or agronomy. Typically, if a geotechnical consultant is already working on the project, the consultant may also be a certified ESC professional designated as the CSWPP supervisor. The design engineer may also be qualified for this position. This requirement shall only be used for sensitive sites that pose an unusually high risk of impact to surface waters as determined by CED. At a minimum, the project site must meet all of the following conditions in order to require the applicant to designate as the CSWPP supervisor a certified ESC professional with such expertise: • Alderwood soils or other soils of Hydrologic Group C or D • Five acres of disturbance • Large areas (i.e., two or more acres) with slopes in excess of 10 percent. Proximity to streams or wetlands or phosphorus-sensitive lakes, such as Lake Sammamish, shall also be a factor in determining if such expertise in the CSWPP supervisor is warranted. However, proximity alone shall not be a determining factor because even projects that are a considerable distance from surface waters can result in significant impacts if there is a natural or constructed drainage system with direct connections to surface waters. The name, address, and phone number of the CSWPP supervisor shall be supplied to the City prior to the start of construction. A sign shall be posted at all primary entrances to the site identifying the CSWPP supervisor and his/her phone number. The requirement for a CSWPP supervisor does not relieve the applicant of ultimate responsibility for the project and compliance with Renton Municipal Code. D.2.3.2 MONITORING OF DISCHARGES The CSWPP supervisor shall have a turbidity meter onsite and shall use it to monitor surface and storm water discharges from the project site and into onsite wetlands, streams, or lakes whenever runoff occurs from onsite activities and during storm events. The CSWPP supervisor shall keep a log of all turbidity measurements taken onsite and make it available to CED upon request. If the project site is subject to a NPDES general permit for construction issued by the Washington State Department of Ecology (Ecology), then the project must comply with the monitoring requirements of that permit. The CSWPP supervisor shall also use the specific SWPPS BMP procedures for monitoring surface and stormwater discharge for pollutants and acceptable discharge levels. The CSWPP supervisor shall keep logs as required by the procedures of all measurements taken onsite and make them available to CED on request. D.2.3.3 ESC PERFORMANCE ESC measures shall be applied/installed and maintained so as to prevent, to the maximum extent practicable, the transport of sediment from the project site to downstream drainage systems or surface waters or into onsite wetlands, streams, or lakes or onto adjacent properties. This performance is intended to be achieved through proper selection, installation, and operation of the above ESC measures as detailed in the CSWPP Standards (Appendix D) and approved by the City. However, the CSWPP supervisor designated per Section D.2.3.1 or the City may determine at any time during construction that such approved measures are not sufficient and additional action is required based on one of the following criteria: 1. IF a turbidity test of surface and storm water discharges leaving the project site is greater than the benchmark value of 25 nephelometric turbidity units (NTU) set by the Washington State Department of Ecology, but less than 250 NTU, the CSWPP Supervisor shall do all of the following: a) Review the ESC plan for compliance and make appropriate revisions within 7 days of the discharge that exceeded the benchmark of 25 NTU, AND D.2.3 CSWPP PERFORMANCE AND COMPLIANCE PROVISIONS 2017 City of Renton Surface Water Design Manual 12/12/2016 D-103 b) Fully implement and maintain appropriate ESC measures as soon as possible but no later than 10 days after the discharge that exceeded the benchmark, AND c) Document ESC implementation and maintenance in the site log book. 2. IF a turbidity test of surface or storm water entering onsite wetlands, streams, or lakes indicates a turbidity level greater than 5 NTU above background when the background turbidity is 50 NTU or less, or 10% above background when the background turbidity is greater than 50 NTU, then corrective actions and/or additional measures beyond those specified in SWDM Section 1.2.5.1 shall be implemented as deemed necessary by the CED inspector or onsite CSWPP supervisor. 3. IF discharge turbidity is 250 NTU or greater, the CSWPP Supervisor shall do all of the following: a) Notify the City by telephone, AND b) Review the ESC plan for compliance and make appropriate revisions within 7 days of the discharge that exceeded the benchmark of 25 NTU, AND c) Fully implement and maintain appropriate ESC measures as soon as possible but no later than 10 days after the discharge that exceeded the benchmark, AND d) Document ESC implementation and maintenance in the site log book. AND e) Continue to sample discharges until turbidity is 25 NTU or lower, or the turbidity is no more than 10% over background turbidity. 4. IF the City determines that the condition of the construction site poses a hazard to adjacent property or may adversely impact drainage facilities or water resources, THEN additional measures beyond those specified in SWDM Section 1.2.5.1 may be required by the City. D.2.3.4 SWPPS PERFORMANCE SWPPS measures shall be applied/installed and maintained so as to prevent, reduce, or eliminate the discharge of pollutants to onsite or adjacent stormwater systems or watercourses or onto adjacent properties. This performance is intended to be achieved through proper selection, installation, and operation of the above SWPPS measures as detailed in the CSWPP Standards (Appendix D) and approved by the City. However, the CSWPP supervisor designated per Section D.2.3.1 or the City may determine at any time during construction that such approved measures are not sufficient and additional action is required based on the criteria described in the specific SWPPS BMP standard and/or conditions of an approved adjustment. D.2.3.5 FLEXIBLE COMPLIANCE Some projects may meet the intent of Core Requirement #5 while varying from specific CSWPP requirements in this appendix. If a project is designed and constructed such that it meets the intent of the core requirement, the City may determine that strict adherence to a specific ESC requirement is unnecessary; an approved adjustment (see Section 1.4) from the SWDM is not required in these circumstances. Certain types of projects are particularly likely to warrant this greater level of flexibility; for instance, projects on relatively flat, well drained soils, projects that are constructed in closed depressions, or projects that only disturb a small percentage of a forested site may meet the intent of this requirement with very few ESC measures. Note, however, that SWPPS requirements may actually be emphasized on well-drained soils, particularly in groundwater protection or well-protection areas, or in close proximity to water bodies. D.2.3.6 ROADS AND UTILITIES COMPLIANCE Road and utility projects often pose difficult erosion control challenges because they frequently cross surface waters and because narrow right-of-way constrains areas available to store and treat sediment- laden water. In most cases, the standards of this appendix may be applied to such linear projects without SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-104 modification. For instance, the ability to use perimeter control rather than a sediment retention facility for small drainage areas (see Section D.2.1.3) will apply to many of these projects. However, there may be some projects that cannot reasonably meet the standards of Core Requirement #5 and this appendix. In these cases, other measures may be proposed that will provide reasonable protection. An adjustment is not required for such projects, unless the City determines that measures proposed by the applicant fail to meet the intent of Core Requirement #5 and this appendix, and that significant adverse impacts to surface water may result. Examples of other measures that may be taken in lieu of the standards of this appendix are: 1. Phasing the project so that the site is worked progressively from end to end, rather than clearing and grubbing the entire length of the project. This results in smaller exposed areas for shorter durations, thus reducing the erosion risk. It is recommended that there be no more than 500 feet of open trench during any phase of construction. 2. Placement of excavated materials from utility trenches on the upslope side of the excavation, to minimize transport of sediment outside of the project area. 3. Mulching and vegetating cut and fill slopes as soon as they are graded. Frequently, this is done at the end of construction when paving or utility installation is complete. Vegetating these areas at the start of the project stabilizes those areas most susceptible to erosion. 4. Protecting all catch basin inlets with catch basin inserts or other inlet protection when these do not drain to ponds or traps. This will not provide the same level of protection as a sediment pond or trap, but can remove most of the sand-sized material entrained in the runoff. 5. Phasing the project so that all clearing and grading in critical area buffers occurs in the dry season. This substantially reduces the chance of erosion and allows for rapid revegetation in the late summer and early fall. 6. Using approved flocculent or other chemical treatment approved by the City to reduce the turbidity of water released from sediment ponds. 7. Hiring a private consultant with expertise in ESC to review and monitor the site. 8. Limiting employee/contractor parking and overnight/weekend parking of construction vehicles to dedicated and controlled areas prepared for drip and spill control. Options in the right-of-way for such areas can be limited. If alternatives are used, it may be appropriate to develop a monitoring program that would monitor compliance with the performance standard of Core Requirement #5 and/or impacts to nearby water resources. Of particular concern are impacts to salmonid spawning gravels. McNeil sampling is a possible method of sampling to determine impacts to spawning gravels (see Section D.2.4.3). D.2.3.7 ALTERNATIVE MEASURES In general, the SWDM only contains those BMPs that are standards of the local industry. There are a variety of other BMPs available that may also be used, even though they are not included in this appendix. Such alternatives may be approved without an adjustment if the alternative will produce a compensating or comparable result with the measures in this appendix. Variations on or modifications of the BMPs in this appendix may also be granted based on the same criteria. An adjustment may be required for products or techniques that are new and untested (see Section 1.4.4 of the SWDM). In addition, the new product or technique must be approved through the state Department of Ecology’s CTAPE program.12 The intent of this requirement is not to discourage new techniques, but to 12 CTAPE stands for Chemical Technology Assessment Protocol – Ecology. For more information, see Ecology’s website at <http://www.ecy.wa.gov/programs/wq/stormwater/newtech/tape_ctape.htm>. D.2.3 CSWPP PERFORMANCE AND COMPLIANCE PROVISIONS 2017 City of Renton Surface Water Design Manual 12/12/2016 D-105 ensure that new techniques are monitored and documented for adequacy and possible inclusion in subsequent versions of the SWDM. D.2.4 CSWPP IMPLEMENTATION REQUIREMENTS This section describes the CSWPP implementation requirements that are required at each construction site. The measures and practices correspond to the implementation requirements in Core Requirement #5. Three of the sections (the CSWPP report (Section D.2.4.1, below), CSWPP maintenance requirements (Section D.2.4.4), and final site stabilization (Section D.2.4.5) are required of every project. The rest of the sections are special requirements that may apply to the project depending on site conditions and project type. The introductory paragraphs at the beginning of most sections present the purpose of the measures and when they should be applied to the site. Compliance with the implementation requirements (as appropriate for the site) ensures compliance with the CSWPP measures. Note, however, that additional measures shall be required by the City if the existing standards are insufficient to protect adjacent properties, drainage facilities, or water resources. D.2.4.1 CSWPP PLAN A CSWPP plan, containing the ESC plan and the SWPPS plan, and showing the location and details of ESC and SWPPS measures, is required for all proposed projects. It shall include a CSWPP report, which includes supporting information for providing ESC and SWPPS measures and meeting CSWPP implementation requirements. A copy of the CSWPP plan with CSWPP report shall be kept at the project site throughout all phases of construction. All of the materials required for the CSWPP report are standard parts of engineering plan submittals for projects requiring drainage review. The simplest approach to preparing this report is to compile the pieces during preparation for submittal and include the report as a separate part of the CSWPP plan submittal package. The CSWPP report shall include the following: 1. A detailed construction sequence, as proposed by the design engineer or erosion control specialist, identifying required ESC measures and implementation requirements; 2. A technical information report (TIR) and ESC and SWPPS plans for CED review in accordance with Sections 2.3.1 and 2.3.3 of the SWDM. Incorporate any City review comments as necessary to comply with Core Requirement #5 of the SWDM (Section 1.2.5) and the Construction Stormwater Pollution Prevention Standards adopted in this appendix; 3. Any calculations or information necessary to size ESC measures and demonstrate compliance with Core Requirement #5; 4. Descriptions and any supporting documentation, operating procedures, precautions, logging and reporting requirements, etc., for the project’s SWPPS BMPs, 5. An inspection and maintenance program in accordance with Section D.2.4.4 that includes the designation of a certified CSWPP supervisor as point of contact; and 6. Anticipated changes or additions necessary during construction to ensure that ESC and SWPPS measures perform in accordance with Core Requirement #5 and Sections D.2.1 and D.2.2. While the CSWPP plan focuses on the initial measures to be applied to the site, any changes or additions necessary during construction to ensure that ESC and SWPPS measures perform in accordance with Core Requirement #5 and Sections D.2.1, D.2.2 and D.2.4 must be identified in the CSWPP report. The City may require large, complex projects to phase construction and submit multiple ESC plans for different stages of construction. Development of new CSWPP plans is not required for changes that are necessary during construction. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-106 D.2.4.2 WET SEASON REQUIREMENTS Any site with exposed soils during the wet season (October 1 to April 30) shall be subject to the special provisions below. In addition to the ESC cover measures (see Section D.2.1.2), these provisions include covering any newly seeded areas with mulch and identifying and seeding as much disturbed area as possible prior to September 23 in order to provide grass cover for the wet season. A “wet season ESC plan” must be submitted and approved by the City before work proceeds or continues. Wet Season Special Provisions All of the following provisions for wet season construction are detailed in the referenced sections. These requirements are listed here for the convenience of the designer and the reviewer. 1. The allowed time that a disturbed area may remain unworked without cover measures is reduced to two consecutive working days, rather than seven (Section D.2.1.2). 2. Stockpiles and steep cut and fill slopes are to be protected if unworked for more than 12 hours (Section D.2.1.2). 3. Cover materials sufficient to cover all disturbed areas shall be stockpiled on site (Section D.2.1.2). 4. All areas that are to be unworked during the wet season shall be seeded within one week of the beginning of the wet season (Section D.2.1.2.6). 5. Mulch is required to protect all seeded areas (Section D.2.1.2.2). 6. Fifty linear feet of silt fence (and the necessary stakes) per acre of disturbance must be stockpiled on site (Section D.2.1.3.1). 7. Construction road and parking lot stabilization are required for all sites unless the site is underlain by coarse-grained soil (Section D.2.1.4.2). 8. Sediment retention is required unless no offsite discharge is anticipated for the specified design flow (Section D.2.1.5). 9. Surface water controls are required unless no offsite discharge is anticipated for the specified design flow (Section D.2.1.6). 10. Phasing and more conservative BMPs must be evaluated for construction activity near surface waters (Section D.2.4.3). 11. Any runoff generated by dewatering may be required to discharge to the sanitary sewer (with appropriate discharge authorization), portable sand filter systems, or holding tanks (Section D.2.2). D.2.4.3 CRITICAL AREAS RESTRICTIONS Any construction that will result in disturbed areas on or within a stream or associated buffer, a wetland or associated buffer, or within 50 feet of a lake shall be subject to the special provisions below. These provisions include, whenever possible, phasing the project so that construction in these areas is limited to the dry season. The City may require more conservative BMPs, including more stringent cover requirements, in order to protect surface water quality. Any project proposing work within 50 feet of a steep slope hazard area shall evaluate the need for diverting runoff that might flow over the top of the slope. Critical Areas Special Provisions Any project that disturbs areas on or within a stream or associated buffer, wetland or associated buffer, or within 50 feet of a lake has the potential to seriously damage water resources, even if the project is relatively small. While it is difficult to require specific measures for such projects because the CSWPP plan must be very site specific, the following recommendations shall be incorporated into the plan where appropriate: D.2.4 CSWPP IMPLEMENTATION REQUIREMENTS 2017 City of Renton Surface Water Design Manual 12/12/2016 D-107 1. Whenever possible, phase all or part of the project so that it occurs during the dry season. If this is impossible, November through February shall be avoided since this is the most likely period for large, high-intensity storms. 2. All projects shall be completed and stabilized as quickly as possible. Limiting the size and duration of a project is probably the most effective form of erosion control. 3. Where appropriate, sandbags or an equivalent barrier shall be constructed between the project area and the surface water in order to isolate the construction area from high water that might result due to precipitation. 4. Additional perimeter protection shall be considered to reduce the likelihood of sediment entering the surface waters. Such protection might include multiple silt fences, silt fences with a higher AOS, construction of a berm, or a thick layer of organic mulch upslope of a silt fence. 5. If work is to occur within the ordinary high water mark of a stream, most projects must isolate the work area from the stream by diverting the stream or constructing a cofferdam. Certain small projects that propose only a small amount of grading may not require isolation since diversions typically result in disturbance and the release of some sediment to the stream. For such small projects, the potential impacts from construction with and without a diversion must be weighed. 6. If a stream must be crossed, a temporary bridge shall be considered rather than allowing equipment to utilize the streambed for a crossing. For projects in or near a salmonid stream, it may be appropriate to monitor the composition of any spawning gravels within a quarter-mile of the site with a McNeil sampler or similar method approved by the City before, during, and after construction. The purpose of such monitoring would be to determine if the fine content of the gravels increases as a result of construction impacts. Monitoring results could be used to guide erosion control efforts during construction and as a threshold for replacing spawning gravels if the fine content rises significantly. D.2.4.4 MAINTENANCE REQUIREMENTS All ESC and SWPPS measures shall be maintained and reviewed on a regular basis as prescribed in the maintenance requirements for each BMP and in this section. The CSWPP supervisor shall review the site for ESC and SWPPS at least weekly and within 24 hours of significant storms. The CWSPP supervisor shall also review the site for ESC and SWPPS during periods of active construction where maintenance conditions change with construction activity (e.g., site grading operations, or concrete construction and dewatering operations for a detention vault). The City requires a written record of these reviews be kept on site with copies submitted to CED within 48 hours. Documentation If CED requires that a written record be maintained, standard ESC and SWPPS Maintenance Reports forms, included in Section D.4.1, may be used. A copy of all the required maintenance reports shall be kept on site throughout the duration of construction. Detailed maintenance requirements for each ESC measure are provided in Section D.2.1. Maintenance requirements for SWPPS BMPs are specified in Section D.2.2 (as in the case of BMPs related to concrete handling or material containment) or may be specified as part of a treatment or monitoring program, often accompanied with adjustment conditions of approval. Review Timing Weekly reviews shall be carried out every 6 to 8 calendar days. Reviews shall also take place within 24 hours of significant storms. In general, a significant storm is one with more than 0.5 inches of rain in 24 hours or less. Other indications that a storm is “significant” are if the sediment ponds or traps are filled with water, or if gullies form as a result of the runoff. Note: The site is to be in compliance with the regulations of this appendix at all times. The requirement for periodic reviews does not remove the applicant’s responsibility for having the site constantly in SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-108 compliance with Core Requirement #5 and the requirements of this appendix. The reviews are a mechanism to ensure that all measures are thoroughly checked on a regular basis and that there is documentation of compliance. The requirement for these reviews does not mean that CSWPP is to be ignored in between. D.2.4.5 FINAL STABILIZATION Prior to obtaining final construction approval, the site shall be stabilized, the structural ESC and SWPPS measures (such as silt fences, sediment traps, and concrete waste collection pits) removed, and drainage facilities cleaned. The removal of ESC and SWPPS measures is not required for those projects, such as plats, that will be followed by additional construction under a different permit. In these circumstances, the need for removing or retaining the measures must be evaluated on a site-specific basis. To obtain final construction approval, the following conditions must be met: 1. All disturbed areas of the site shall be vegetated or otherwise permanently stabilized. At a minimum, disturbed areas shall be seeded and mulched (see Section D.2.1.2.6) with a high likelihood that sufficient cover will develop shortly after final approval. Mulch without seeding is not adequate to allow final approval of the permit, except for small areas of mulch used for landscaping. The only exceptions to these requirements are lots within a plat that are to be developed under an approved residential permit immediately following plat approval. In these cases, mulch and/or temporary seeding are adequate for cover. 2. Structural measures such as, but not limited to, silt fences, pipe slope drains, construction entrances, storm drain inlet protection, sediment traps and ponds, concrete washout and collection pits, and pollutant storage shall be removed from the site. Measures that will quickly decompose, such as brush barriers and organic mulches, may be left in place. In the case of silt fences, it may be best to remove fences in conjunction with the seeding, since it may be necessary to bring machinery back in to remove them. This will result in disturbed soils that will again require protection. The CED inspector must approve an applicant’s proposal to remove fencing prior to the establishment of vegetation. In some cases, such as residential building following plat development, it shall be appropriate to leave some or all ESC measures for use during subsequent development. This shall be determined on a site- specific basis. 3. All permanent surface water facilities, including catch basins, manholes, pipes, ditches, channels, flow control facilities, and water quality facilities, shall be cleaned. Existing and newly constructed BMPs/facilities shall be cleaned and/or mitigated as necessary to restore functionality. Any offsite catch basin that required protection during construction (see Section D.2.1.5.3) shall also be cleaned. 4. If only the infrastructure of the site has been developed (e.g., subdivisions and short plats) with building construction to occur under a different permit, then the critical area buffers, Critical Area Tracts, or Critical Area Setback Areas shall be clearly marked as described in Section D.2.1.1 in order to alert future buyers and builders. D.2.4.6 NPDES REQUIREMENTS As part of NPDES implementation, projects that will disturb one or more acres for purposes of constructing or allowing for construction of a development, or projects disturbing less than one acre that are part of a larger common plan of development or sale13 that will ultimately disturb one or more acres, must apply for coverage under Ecology’s Construction Stormwater General Permit. In general, the 13 Common plan of development or sale means a site where multiple separate and distinct construction activities may take place at different times or on different schedules, but still under a single plan. Examples include: 1) phased projects and projects with multiple filings or lots, even if the separate phases or filings/lots will be constructed under separate contract or by separate owners (e.g., a development where lots are sold to separate builders); 2) a development plan that may be phased over multiple years, but is still under a consistent plan for long-term development; and 3) projects in a contiguous area that may be unrelated but still under the same contract, such as construction of a building extension and a new parking lot at the same facility. D.2.4 CSWPP IMPLEMENTATION REQUIREMENTS 2017 City of Renton Surface Water Design Manual 12/12/2016 D-109 construction stormwater pollution prevention plan required by the SWDM is equivalent to that required by the State. The Ecology stormwater permit application requires the filing of a Notice of Intent (NOI) at least 30 days prior to the start of construction. The only major requirement of the stormwater permit that is not included in the SWDM is a public notice requirement. Note that this public notice for Ecology’s stormwater permit may be published concurrently with other public notices required for permits or SEPA. Contact Ecology at (360) 407-7156 for complete information on permit thresholds, applications, and requirements. D.2.4.7 FOREST PRACTICE PERMIT REQUIREMENTS Projects that will clear more than two acres of forest or 5,000 board feet of timber must apply for a Class IV Special Forest Practice permit from the Washington State Department of Natural Resources (WSDNR). All such clearing is also subject to the State Environmental Policy Act (RCW 43.21C) and will require SEPA review. The City assumes lead agency status for Class IV permits and the application may be consolidated with the associated City development permit or approval. The permit must be initiated with WSDNR, but will then be transferred over to the City to conduct the SEPA review and grant the permit. Contact the WSDNR for complete information on permit thresholds, applications, and requirements. D.2.5 CONSTRUCTION STORMWATER POLLUTION PREVENTION PLANS This section details the specifications and contents for CSWPP plans, containing ESC plans and SWPPS plans. A CSWPP plan includes the plan’s drawings plus a CSWPP report, which provides all supporting information and any additional direction necessary for implementing ESC and SWPPS measures and meeting CSWPP implementation requirements. The CSWPP plan must be submitted to CED as part of a complete engineering plan to facilitate proper drainage review. A copy of the approved CSWPP plan (with CSWPP report) must be kept on the project site (see Section D.2.4.1) at all times during the construction phase. D.2.5.1 ESC PLAN ESC Plan General Specifications The site improvement plan shall be used as the base of the ESC plan. Certain detailed information (e.g., pipe catch basin size, stub-out locations, etc.) that is not relevant may be omitted to make the ESC plan easier to comprehend. At a minimum, the ESC plan shall include all of the information required for the base map of a site improvement plan (see Table 2.3.1A of the SWDM), as well as existing and proposed roads, driveways, parking areas, buildings and drainage facilities (including existing and proposed BMPs/facilities), utility corridors not associated with roadways, relevant critical areas 14 and associated buffers, and proposed final topography. A smaller scale may be used to provide better comprehension and understanding. The ESC plan shall generally be designed for proposed topography, not existing topography, since rough grading is usually the first step in site disturbance. The ESC plan shall address all phases of construction (e.g., clearing, grading, installation of utilities, surfacing, and final stabilization). The City may require large, complex projects to phase construction and submit multiple ESC plans for different stages of construction. The ESC plan outlines the minimum requirements for anticipated site conditions. During construction, ESC plans shall be revised as necessary by the CSWPP supervisor or as directed by the City to address changing site conditions, unexpected storm events, or non-compliance with the ESC performance criteria in Section D.2.3.3. If non-compliance with the ESC performance criteria occurs, the plan must be updated 14 Relevant critical areas, for the purposes of drainage review, include aquatic areas, wetlands, flood hazard areas, erosion hazard areas, landslide hazard areas, steep slope hazard areas, and critical aquifer recharge areas. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-110 within 7 days of inspections or investigations. Implementation of the onsite changes must occur within 10 days. The following list provides the basic information requirements for the ESC plan and its supporting documentation. This information shall be consistent with that in Section 8 of the plan’s technical information report (TIR) required in the engineering plan submittal (see Section 2.3.1 of the SWDM). Note that the ESC plan’s drawings may be simplified by the use of the symbols and codes provided for each ESC measure in Section D.2.1. In general, the ESC plan’s drawings shall be submitted as a separate plan sheet(s). However, there may be some relatively simple projects where providing a separate grading and ESC plan drawing is unnecessary. 1. Identify areas with a high susceptibility to erosion. 2. Provide all details necessary to clearly illustrate the intent of the ESC design. 3. Include ESC measures for all on- and offsite utility construction included in the permit. 4. Specify the construction sequence. The construction sequence shall be specifically written for the proposed project. An example construction sequence is provided in Reference Section 7-B. 5. Include standard ESC plan notes. Standard ESC and SWPPS Notes are provided in Reference Section 7-B. 6. Include an inspection and maintenance program for ESC measures, including designation of a certified ESC supervisor and identification of phone numbers for 24-hour contact. 7. Include the basis and calculations for selection and sizing of ESC measures. 8. Include documentation, conditions of approval and discussion of approvals from other agencies for alternative treatment and/or disposal methods. ESC Plan Measure-Specific Information The ESC plan must include the following information specific to applicable ESC measures and implementation requirements. As noted above, this information may need to be updated or revised during the life of the project by the CSWPP supervisor or as directed by the City. Clearing Limits 1. Delineate clearing limits (areas to remain uncleared) and on-site BMP area protection limits. 2. Provide details sufficient for installation of markings for maintenance of clearing limits and protection limits. Cover Measures 1. Specify the type and location of temporary cover measures to be used on site. 2. If more than one type of cover measure is to be used on site, indicate the areas where the different measures shall be used, including steep cut and fill slopes. 3. If the type of cover measures to be used will vary depending on the time of year, soil type, gradient, or some other factor, specify the conditions that control the use of the different measures. 4. Specify the nature and location of permanent cover measures. If a landscaping plan is prepared, this may not be necessary. 5. Specify the approximate amount of cover measures necessary to cover all disturbed areas. 6. If netting, blankets, or plastic sheeting are specified, provide typical details sufficient for installation and maintenance. 7. Specify the mulch types, seed mixes, fertilizers, and soil amendments to be used, as well as the application rate for each item. (Also include fertilizer and application rate information in the SWPPS documents) D.2.5 CONSTRUCTION STORMWATER POLLUTION PREVENTION PLANS 2017 City of Renton Surface Water Design Manual 12/12/2016 D-111 8. For surface roughening, describe methods, equipment and areas where surface roughening will be use. 9. If PAM is used on a site, show location(s) and describe application method. 10. When compost blankets are used, show site location, application rates, and the name of the supplier to document that compost meets quality specifications per SWDM Reference Section 11-C. Perimeter Protection 1. Specify the location and type of perimeter protection to be used. 2. Provide typical details sufficient for installation and maintenance of perimeter protection. 3. If a silt fence is to be used, specify the type of fabric. 4. If compost berms or socks are used, documentation must be provide to ensure the supplier meets quality specifications per SWDM Reference Section 11-C. Traffic Area Stabilization 1. Locate the construction entrance(s). 2. Provide typical details sufficient for installation and maintenance of the construction entrance. 3. Locate the construction roads and parking areas. 4. Specify the measure(s) that will be used to create stabilized construction roads and parking areas. Provide sufficient detail to install and maintain. 5. If a wheel wash or tire bath system will be installed, provide location, typical details for installation and maintenance. 6. Provide a list of dust control products that will be used onsite and the location of potential application areas. Sediment Retention 1. Show the locations of all sedimentation ponds and traps. 2. Dimension pond berm widths and all inside and outside pond slopes. 3. Indicate the trap/pond storage required and the depth, length, and width dimensions. 4. Provide typical section views throughout the pond and outlet structure. 5. If chemical or electrocoagulation treatment of sediment-laden waters will be used, approval documentation from Ecology must be included. 6. Provide details for disposal of contaminated or chemically treated waters (e.g., where Chitosan or CO2 have been used). 7. Include here and in the SWPPS plan appropriate approval documentation from King County and the City of Renton if contaminated or chemically treated water will be discharged to the sanitary sewer. 8. Provide typical details of the control structure and dewatering mechanism. 9. Detail stabilization techniques for the outlet/inlet protection. 10. Provide details sufficient to install cell dividers. 11. Specify mulch and/or recommended cover of berms and slopes. 12. Indicate the required depth gage with a prominent mark at 1-foot depth for sediment removal. 13. Indicate catch basins that are to be protected. 14. Indicate existing and proposed BMP/facility areas that are to be protected. 15. Provide details of the catch basin and BMP/facility protection sufficient to install and maintain. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-112 Surface Water Control 1. Locate all pipes, ditches, and interceptor ditches, dikes, and swales that will be used to convey stormwater. 2. Provide details sufficient to install and maintain all conveyances. 3. Indicate locations of outlet protection and provide detail of protections. 4. Indicate locations and outlets of any possible dewatering systems. Provide details of alternative discharge methods from dewatering systems if adequate infiltration rates cannot be achieved. Alternative dewatering systems may also require documentation per the SWPPS plan. 5. Indicate the location of any level spreaders and provide details sufficient to install and maintain. 6. Provide all temporary pipe inverts. 7. Provide location and specifications for the interception of runoff from disturbed areas and the conveyance of the runoff to a non-erosive discharge point. 8. Provide locations of rock check dams. 9. Provide details, including front and side sections, of typical rock check dams. Wet Season Requirements 1. Provide a list of all applicable wet season requirements. 2. Clearly identify that from October 1 through April 30, no soils shall be exposed for more than two consecutive working days. Also note that this two-day requirement may be applied at other times of the year if storm events warrant more conservative measures. 3. Clearly identify that exposed soils shall be stabilized at the end of the workday prior to a weekend, holiday, or predicted rain event. Critical Areas Restrictions 1. Delineate and label the following critical areas, and any applicable buffers, that are on or adjacent to the project site: aquatic areas, wetlands, flood hazard areas, erosion hazard areas, landslide hazard areas, steep slope hazard areas, and critical aquifer recharge areas. 2. If construction creates disturbed areas within any of the above listed critical areas or associated buffers, specify the type, locations, and details of any measures or other provisions necessary to comply with the critical area restrictions in this appendix and protect surface waters and steep slopes. D.2.5.2 SWPPS PLAN SWPPS Plan General Specifications The SWPPS plan, together with the ESC plan, comprise the CSWPP that must be submitted as part of the engineering plans required for drainage review. The SWPPS plan shall address all phases of construction (e.g., clearing, grading, installation of utilities, surfacing, and final stabilization). The City may require large, complex projects to phase construction and submit multiple SWPPS plans for different stages of construction. The SWPPS plan outlines the minimum requirements for anticipated site conditions and construction activity. During construction, SWPPS plan shall be revised as necessary by the CSWPP supervisor or as directed by the City to address changing site conditions or construction activity, unexpected storm events, or non-compliance with the SWPPS performance criteria in Section D.2.3.4. If non-compliance with the SWPPS performance criteria occurs (e.g., a pollutant spill), immediate action may be necessary to address the occurrence; otherwise, the plan must be updated within 7 days of inspections or investigations. Implementation of the onsite changes must occur within 10 days. D.2.5 CONSTRUCTION STORMWATER POLLUTION PREVENTION PLANS 2017 City of Renton Surface Water Design Manual 12/12/2016 D-113 The SWPPS plan must be kept on site during all phases of construction and shall address the construction-related pollution-generating activities outlined in Subsection A below. The plan must include a description of the methods the general contractor will use to ensure sub-contractors are aware of the SWPPS plan. A form or record must be provided that states all sub-contractors have read and agree to the SWPPS plan. A SWPPS plan consists of the following three elements, which are further described in Subsections B, C, and D below: 1. A site plan with supporting documentation, showing the location and description of BMPs required to prevent pollution and control spills from construction activities and from chemicals and other materials used and stored on the construction site. Supporting documentation (see the TIR Section 8 discussion in Section 2.3.1.1 of the SWDM) shall include: • all details necessary to clearly illustrate the intent of the SWPPS design; • the basis, supporting documentation and approvals, and any calculations for selection and sizing of SWPPS measures; and • an inspection and maintenance program for SWPPS measures, including designation of a certified ESC professional and CSWPP supervisor and identification of phone numbers for 24-hour contact. • documentation, conditions of approval and discussion of approvals from other agencies for treatment and/or disposal methods (e.g., discharge to sanitary sewer, Ecology-approved chemical treatments). • The SWPPS plan shall also discuss the receiving waters, especially if the receiving water body is listed on the 303d list. Information must be provided that shows the plan meets TMDL requirements. Discuss the 303(d) listed pollutant generated or used onsite and any special handling requirements or BMPs. See Subsection B below for more specifics on the SWPPS site plan. 2. A pollution prevention report listing the potential sources of pollution and identifying the operational, source control, and treatment BMPs necessary to prevent/mitigate pollution from these sources. See Subsection C below for more specifics on the SWPPS pollution prevention report. 3. A spill prevention and cleanup report describing the procedures and BMPs for spill prevention and including provisions for cleanup of spills should they occur. See Subsection D below for more specifics on the SWPPS spill prevention and cleanup report. A. ACTIVITY-SPECIFIC INFORMATION REQUIRED At a minimum, the SWPPS plan shall address, if applicable, the following pollution-generating activities typically associated with construction and include the information specified below for each activity. If other pollution-generating activities associated with construction of the proposed project are identified, the SWPPS plan must address those activities in a similar manner. Storage and Handling of Liquids 1. Identify liquids that will be handled or stored onsite, including but not limited to petroleum products, fuel, solvents, detergents, paint, pesticides, concrete admixtures, and form oils. 2. Specify types and sizes of containers of liquids that will be stored/handled onsite. Show locations on the SWPPS site plan. 3. Describe secondary containment methods adequately sized to provide containment for all liquids stored onsite. Show the locations of containment areas on the SWPPS site plan. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-114 Storage and Stockpiling of Construction Materials and Wastes 1. Identify construction materials and wastes that may be generated or stockpiled onsite. Show the locations where these materials and wastes will be generated and stockpiled on the SWPPS site plan. 2. Specify type of cover measures to be used to keep rainwater from contacting construction materials and wastes that can contribute pollutants to storm, surface, and ground water. 3. If wastes are kept in containers, describe how rainwater will be kept out of the containers. Fueling 1. Specify method of onsite fueling for construction equipment (i.e., stationary tanks, truck mounted tanks, wet hosing, etc.). If stationary tanks will be used, show their location on the SWPPS site plan. 2. Describe type and size of tanks. 3. Describe containment methods for fuel spills and make reference to the SWPPS site plan for location information. 4. If fueling occurs during evening hours, describe lighting and signage plan. Make reference to the SWPPS site plan for location information. Maintenance, Repairs, and Storage of Vehicles and Equipment 1. Identify maintenance and repair areas and show their locations on the SWPPS site plan. Use of drip pans or plastic beneath vehicles is required. A note to this effect must be shown on the SWPPS site plan. 2. Describe method for collection, storage, and disposal of vehicle fluids. 3. If an area is designated for vehicle maintenance, signs must be posted that state no vehicle washing may occur in the area. A note to this effect must be shown on the SWPPS site plan. Concrete Saw Cutting, Slurry, and Washwater Disposal 1. Identify truck washout areas to ensure such areas are not within an Aquifer Protection Area. If they are, the washout area must be lined with an impervious membrane. Show location information on the SWPPS site plan. 2. Specify size of sumps needed to collect and contain slurry and washwater. Show location information on the SWPPS site plan. 3. Identify areas for rinsing hand tools including but not limited to screeds, shovels, rakes, floats and trowels. Show the locations of these areas on the SWPPS site plan. 4. Describe methods for collecting, treating, and disposal of waste water from exposed aggregate processes, concrete grinding and saw cutting, and new concrete washing and curing water. Do not use upland land applications for discharging wastewater from concrete washout areas. Handling of pH Elevated Water New concrete vaults/structures may cause collected water to have an elevated pH. This water cannot be discharged to storm or surface water until neutralized. 1. Provide details on treating/neutralizing water when pH is not within neutral parameters. 2. Provide details on disposal of water with elevated pH or of the treated water. 3. If approvals from other agencies for treatment and/or disposal methods (e.g., discharge to sanitary sewer, Ecology-approved chemical treatments) have been obtained, indicate such approvals on the plan. D.2.5 CONSTRUCTION STORMWATER POLLUTION PREVENTION PLANS 2017 City of Renton Surface Water Design Manual 12/12/2016 D-115 Application of Chemicals Including Pesticides and Fertilizers 1. Provide a list of chemicals that may be used on the project site and the application rates. 2. Describe where and how chemicals will be applied. Show location information on the SWPPS site plan. 3. Describe where and how chemicals will be stored. Show location information on the SWPPS site plan. B. SWPPS SITE PLAN The site plan element of the SWPPS plan shall include all of the information required for the base map (see SWDM Table 2.3.1.A), as well as existing and proposed roads, driveways, parking areas, buildings, drainage facilities, utility corridors not associated with roadways, relevant critical areas 15 and associated buffers, and proposed final topography. A smaller scale may be used to provide more comprehensive details on specific locations of each activity and specific prevention measure. In addition to this information, the following items, at a minimum, shall be provided as applicable: 1. Include SWPPS measures for all on- and offsite utility and roadway construction included in the permit. 2. Specify the construction sequence. The construction sequence shall be specifically written for the proposed project. An example construction sequence is provided in Reference Section 7-B. 3. Append to the standard ESC plan notes any site specific SWPPS notes (see ESC Plans General Specifications above) and specify the construction sequence, including offsite roadway/utility construction and periods of concentrated construction of concrete structures (e.g., detention vaults). Standard ESC and SWPPS Notes are provided in the Reference Section 7-B. 4. Identify locations where liquids will be stored and delineate secondary containment areas that will be provided. (Secondary containment means placing tanks or containers within an impervious structure capable of containing 110% of the volume contained in the largest tank within the containment structure. Double-walled tanks do not require additional secondary containment.) 5. Identify locations where construction materials and wastes will be generated and stockpiled. 6. Identify location of fueling for vehicles and equipment if stationary tanks will be used. 7. Delineate containment areas for fuel spills. 8. Show location of lighting and signage for fueling during evening hours. 9. Delineate maintenance and repair areas and clearly note that drip pans or plastic shall be used beneath vehicles. Also, clearly note that signs must be posted that state no vehicle washing may occur in the area. 10. Delineate truck washout areas and identify the location of slurry/washwater sumps and rinsing areas for tools. To ensure the wheel wash/tire bath from the ESC plan and the concrete washout areas are at separate locations, show the location of the wheel wash or tire bath per the ESC plan. (ESC wheel wash or tire bath wastewater shall not include wastewater from concrete washout areas.) 11. Delineate where chemicals will be applied and identify where they will be stored. 12. Identify where spill response materials will be stored. 13. Indicate whether written approval from Ecology has been obtained for the use of chemical treatment other than CO2 or dry ice to adjust pH, and provide necessary details and conditions. 15 Relevant critical areas, for the purposes of drainage review, include aquatic areas, wetlands, flood hazard areas, erosion hazard areas, landslide hazard drainage areas, and steep slope hazard areas. SECTION D.2 GENERAL CSWPP REQUIREMENTS 12/12/2016 2017 City of Renton Surface Water Design Manual D-116 C. POLLUTION PREVENTION REPORT This report provides the specifics on pollution prevention and must include the following information in addition to the activity-specific information specified in Subsection A above: 1. List the possible sources of pollution per Subsection A above and identify the BMPs to be used for each source to prevent pollution. Include any supporting information (site conditions, calculations, etc.) for the selection and sizing of pollution prevention BMPs. 2. Identify the personnel responsible for pollution prevention and clearly list the responsibilities of each person identified. Contact information for these personnel must be clearly identified in the report and on the SWPPS site plan. 3. Describe the procedures to be used for monitoring pollution prevention BMPs and for responding to a BMP that needs attention, including keeping records/reports of all inspections of pollution prevent BMPs (see Reference Section 4.3 in this appendix) for examples of worksheets that may be used). D. SPILL PREVENTION AND CLEANUP REPORT This report provides the specifics on spill prevention and cleanup and must include the following information in addition to any activity-specific information in Subsection A above related to spill prevention: 1. List the possible sources of a spill and identify the BMPs to be used for each source to prevent a spill. 2. Identify personnel responsible for spill prevention and cleanup and clearly list the responsibilities of each person identified. Contact information for these personnel must be clearly identified in the report and on the SWPPS site plan. 3. Describe the procedures to be used for monitoring spill prevention BMPs and for responding to a spill incident, including keeping records/reports of all inspections and spills (see Reference Section 4.3 in this appendix for examples of worksheets that may be used). 4. Identify where spill response materials will be stored. Make reference to the SWPPS site plan for location information. 5. Identify disposal methods for contaminated water and soil after a spill. CITY OF RENTON SURFACE WATER DESIGN MANUAL 2017 City of Renton Surface Water Design Manual 12/12/2016 D-117 D.3 SMALL SITE CSWPP Smaller project sites have similar ESC and SWPPS needs. This section offers a simplified set of requirements for applying erosion and sediment and pollutant/spill controls to certain smaller project sites and guides the user through the preparation and submittal of a Small Site CSWPP Plan with the permit application. D.3.1 INTRODUCTION TO SMALL SITE CSWPP What is CSWPP, ESC and SWPPS, and Why is it Required for My Site? ESC – for erosion and sediment control and SWPPS – for stormwater pollution prevention and spill control are two strategies comprising the Construction Stormwater Pollution Prevention (CSWPP) plan requirement on construction sites in the City. The basic erosion and sediment control requirement—that sediment transport and other construction related pollutants shall be prevented to the maximum extent practicable from leaving the site—applies to all projects in the City of Renton. All projects, including those with small project sites, are required to use ESC measures. ESC measures prevent soil erosion during development of the site. The types of measures required for small sites are generally simple to construct and easy to maintain, and with few exceptions do not require engineering or formal design. Examples of such measures include silt fences, phasing or minimizing clearing, routing water around exposed soils, and placing straw or other mulching materials and cover exposed soils. ESC is required because soils eroded from the site are always deposited downstream in pipes, streams, or lakes. Soils deposited in a pipe or channel reduce its capacity to convey flows and can increase the likelihood of flooding. Soils deposited in BMP s/facilities can significantly reduce their infiltrative capacity. Soils deposited in streams can clog the gravels that salmon use for spawning. Nutrients associated with soils that reach lakes can upset the chemical balance of the lake, causing excessive growth of algae and decreasing recreational uses such as swimming, boating, and fishing. While the majority of small sites will have less need for the type and extent of construction activity found on large projects, some activities and the materials used are common to all site construction. SWPPS measures are required to ensure effective planning and implementation of proper handling, spill prevention and cleanup for equipment fuels and petroleum products, paints and solvents, high pH wastewater from concrete construction operations and other pollutants common on small sites. Measures on small sites are usually straightforward and easily implemented Which Projects May Use Small Site Construction Stormwater Pollution Prevention Requirements? All projects that do any amount of land disturbing activity are subject to the ESC standards in this appendix per RMC 4-4-060 regardless of whether a permit is required or drainage review under the SWDM is triggered. Any such project that is not subject to drainage review under the SWDM and that disturbs soil on less than 1 acre of land may use the Small Site CSWPP requirements contained in this section. In addition, these projects must apply erosion and sediment control in accordance with RMC 4-4-060. Any proposed project subject to Simplified Drainage Review as determined in Section 1.1.2.1 of the SWDM, and which disturbs soil on less than 1 acre of land, may use the Small Site CSWPP requirements contained in this section. These same requirements are contained in Appendix C of the SWDM, which details the drainage requirements for small agricultural and single family residential building or subdivision projects subject to Simplified Drainage Review. SECTION D.3 SMALL SITE CSWPP 12/12/2016 2017 City of Renton Surface Water Design Manual D-118 What Will I Be Required To Do? It is the responsibility of both the applicant and the contractor to minimize erosion and the transport of sediment and pollutants to the greatest extent possible. You and/or your contractor will be required to evaluate each of the small site ESC and SWPPS requirements specified in Section D.3.2 below for applicability to your project site. This evaluation and the proposed ESC and SWPPS measures to be used to meet these requirements will need to be documented in a Small Site CSWPP Plan that must be submitted to CED for approval prior to commencing land disturbing activities. See the submittal requirements in Section D.3.6. D.3.2 SMALL SITE CSWPP REQUIREMENTS For projects that disturb less than 1 acre of land, all of the following small site ESC and SWPPS requirements must be evaluated for applicability to the proposed project: A. MARK CLEARING LIMITS/MINIMIZE CLEARING Prior to beginning land disturbing activities, all clearing limits, sensitive areas and their buffers, trees that are to be preserved within the construction area and any existing or proposed on-site BMP areas shall be clearly marked, both in the field and on the small site CSWPP plan, to prevent damage and offsite impacts. Also, clearing shall be minimized to the maximum extent practicable. See “Mark Clearing Limits/Minimize Clearing,” Section D.3.4.1, for more detailed specifications. B. MINIMIZE SEDIMENT TRACKED OFFSITE 1. Establish a stabilized entrance for construction vehicle access to minimize the tracking of sediment onto public roads. Entrance and exit shall be limited to one route, if possible. See “Stabilized Construction Entrance,” Section D.2.1.4.1, for detailed specifications. 2. If sediment is tracked offsite, public roads shall be cleaned thoroughly at the end of each day, or more frequently during wet weather, if necessary to prevent sediment from entering waters of the state. Sediment shall be removed from roads by shoveling or pickup sweeping and shall be transported to a controlled sediment disposal area. Street washing will be allowed only after sediment is removed in this manner. Street wash wastewater shall be controlled by pumping back onsite, or otherwise be prevented from discharging into drainage systems tributary to surface waters. This requirement shall be included as a note on the small site CSWPP plan. C. CONTROL SEDIMENT Runoff from disturbed areas must pass through a sediment control measure to prevent the transport of sediment downstream until the disturbed area is fully stabilized. Sediment controls must be installed as one of the first steps in grading and shall be functional before other land disturbing activities take place. One or more the following sediment controls may be used to meet this requirement: • Silt Fence (See Section D.2.1.3.1) • Vegetated Strip (See Section D.2.1.3.3) • Triangular Silt Dike (See Section D.2.1.3.4) • Storm Drain Inlet Protection (See Section D.2.1.5.3) D. STABILIZE EXPOSED SOILS All exposed and unworked soils shall be stabilized through the application of cover measures to protect the soil from the erosive forces of raindrop impact, flowing water, and wind erosion. One or more of the following cover measures may be used to meet this requirement during the construction phase: • Mulching (See Section D.2.1.2.2) • Plastic Covering (See Section D.2.1.2.4) • Nets and Blankets (See Section D.2.1.2.3) D.3.2 SMALL SITE CSWPP REQUIREMENTS 2017 City of Renton Surface Water Design Manual 12/12/2016 D-119 • Seeding (See Section D.2.1.2.6) • Sodding (See Section D.2.1.2.7) Cover measures shall be applied in accordance with the following requirements: 1. Cover measures must be installed if an area is to remain unworked for more than seven days during the dry season (May 1 to September 30) or for more than two consecutive working days during the wet season (October 1 to April 30). These time limits may be relaxed if an area poses a low risk of erosion due to soil type, slope gradient, anticipated weather conditions, or other factors. Conversely, the City may reduce these time limits if site conditions warrant greater protection (e.g., adjacent to significant aquatic resources or highly erosive soils) or if significant precipitation is expected. 2. Any area to remain unworked for more than 30 days shall be seeded or sodded unless the City determines that winter weather makes vegetation establishment infeasible. During the wet season, exposed ground slopes and stockpile slopes with an incline of 3 horizontal to 1 vertical (3H:1V) or steeper and with more than ten feet of vertical relief shall be covered if they are to remain unworked for more than 12 hours. Also during the wet season, the material necessary to cover all disturbed areas must be stockpiled on site. The intent of these cover requirements is to have as much area as possible covered during any period of precipitation. E. CONTROL RUNOFF Stormwater runoff originating on the site and/or entering the site from offsite areas must be controlled so as to minimize erosion of disturbed areas and exposed cut and fill slopes, and to minimize erosive impacts on existing or proposed on-site BMP areas. The following runoff control measures shall be used as needed per the conditions of use and specifications for each measure: • Interceptor Dikes and Swales (see Section D.2.1.6.1 for conditions of use and specifications) • Ditches (see Section D.3.4.2 for conditions of use and specifications) • Pipe Slope Drain (see Section D.3.4.3 for conditions of use and specifications) F. CONTROL DEWATERING Accumulated water in foundation areas, excavations, and utility trenches shall be removed and disposed of in a manner that does not pollute surface waters or cause downstream erosion or flooding. See “Dewatering Control,” Section D.2.1.7, for detailed specifications. G. CONTROL OTHER POLLUTANTS (SWPPS) All construction activities shall be done in a manner that prevents pollution of surface waters and ground waters as specified in this appendix and King County’s Stormwater Pollution Prevention Manual (SPPM). See “Control of Other Pollutants (SWPPS)” (Section D.3.5) for specific measures and references to applicable activity sheets in the SPPM. References to SWPPS BMPs from this appendix and applicable activity sheets in SPPM shall be included in the small site CSWPP plan. H. FINAL STABILIZATION 1. Prior to final construction approval, the project site shall be stabilized to prevent sediment-laden water from leaving the project site after project completion. All disturbed areas of the project site shall be vegetated or otherwise permanently stabilized. At a minimum, disturbed areas must be seeded and mulched to ensure that sufficient cover will develop shortly after final approval. Mulch without seeding is adequate for small areas to be landscaped before October 1. 2. All temporary ESC and SWPPS measures shall be removed within 30 days after final site stabilization is achieved or after the temporary measures are no longer needed. Trapped sediment shall be removed or stabilized onsite. On-site BMPs impacted during construction shall be restored. Disturbed soil areas resulting from removal of measures or vegetation shall be permanently stabilized with seeding or sodding. SECTION D.3 SMALL SITE CSWPP 12/12/2016 2017 City of Renton Surface Water Design Manual D-120 D.3.3 SMALL SITE CSWPP IMPLEMENTATION REQUIREMENTS Projects that disturb less than 1 acre of land must implement the CSWPP measures determined necessary in Section D.3.2 in accordance with the following requirements: 1. The placement and type of proposed ESC and SWPPS measures are to be shown on a Small Site CSWPP plan. This plan must be in accordance with the specifications for such plans outlined in Section D.3.6 unless otherwise directed by CED. 2. If CED finds that implementation of the proposed Small Site CSWPP plan is insufficient to prevent the discharge of sediment or other pollutants to the maximum extent practicable, additional measures will be required by CED. In some cases, an ESC plan or a complete Construction Stormwater Pollution Plan prepared by a civil engineer per Chapter 2 of the SWDM may be required. 3. The contractor or other persons performing construction activities shall comply with the stormwater pollution prevention and spill control measures/BMPs specified for such activities in Section D.3.5 and/or the King County SPPM. A note to this effect must be put on the approved Small Site CSWPP plan. 4. Prior to commencing construction, the applicant must identify to the City a contact person responsible for overseeing the installation and maintenance of required ESC and SWPPS measures and compliance with this appendix and the SPPM during construction. The name and contact information for this person must be on or attached to Small Site CSWPP plan at the time of construction. 5. Both the applicant and contractor are responsible for implementation and maintenance of the approved CSWPP plan and any additional measures required by the City. 6. The Small Site CSWPP plan shall be retained onsite or within reasonable access to the site. The plan shall be modified whenever there is a significant change in the design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to surface waters. The plan shall be modified, if during inspections or investigations conducted by the City, it is determined that the plan is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. The plan shall be modified as necessary to include additional or modified measures designed to correct problems identified. D.3.4 ESC MEASURES MODIFIED FOR SMALL SITES ESC for Small Sites. This section presents supplementary or modified ESC measures for use on small sites (i.e., construction sites of projects disturbing less than 1 acre of land). General ESC measures can be found in Section D.2.1. D.3.4.1 MARK CLEARING LIMITS/MINIMIZE CLEARING Purpose Minimizing clearing is the most effective method of erosion control. Undisturbed vegetation intercepts and slows rainwater. Plant roots hold soil in place, and dead vegetation on the ground acts as a mulch. Marking clearing limits around existing or proposed on-site BMP areas helps protect their infiltrative soil characteristics from construction activity. Applications Clearing limits shall be marked and clearing minimized on any site where significant areas of undisturbed vegetation will be retained, or where existing or proposed BMP/facility areas require protection from construction activities. D.3.4 ESC MEASURES MODIFIED FOR SMALL SITES 2017 City of Renton Surface Water Design Manual 12/12/2016 D-121 Design Specifications 1. Minimizing clearing should be incorporated into the site design. Clearing limits must be marked on the small site ESC plan. 2. On the ground, clearing limits must be clearly marked with brightly colored tape or plastic or metal safety fencing. If tape is used, it should be supported by vegetation or stakes, and should be about 3 to 6 feet high and highly visible. BMP /facility areas to be protected should be marked with brightly colored silt fence to add sedimentation protection. Equipment operators should be informed of areas of vegetation that are to be left undisturbed and BMP /facility areas that are to be protected. 3. The duff layer, native top soil, and natural vegetation shall be retained in an undisturbed state to the maximum extent practicable. If it is not practicable to retain the duff layer in place, it should be stockpiled onsite, covered to prevent erosion, and replaced immediately upon completion of the ground disturbing activities. Maintenance Fencing shall be inspected regularly and repaired or replaced as needed. D.3.4.2 DITCHES Purpose Ditches intercept and convey runoff from disturbed areas to sediment control locations. They also convey runoff intercepted from undisturbed areas around the construction site to a non-erosive discharge point. Conditions of Use Ditches may be used anywhere that concentrated runoff is to be conveyed on or around the construction site. Temporary pipe systems may also be used to convey runoff. Design and Installation Specifications 1. Up to 30,000 square feet may be drained by a 12-inch deep trapezoidal ditch with a 1-foot bottom width. Up to 2 acres may be drained by an 18-inch deep trapezoidal ditch with a 1-foot bottom width. Ditches draining larger areas will need to be sized by a civil engineer. 2. Ditch side slopes shall be no steeper than 2H:1V. 3. Ditches on 5% or steeper grades shall be armored with rip rap or contain crushed rock check dams spaced such that the crest of each dam is even with the toe of the next upstream dam. See Figure D.2.1.6.E for details on check dam installation. Maintenance Standards 1. Any sediment deposition of more than 0.5 feet shall be removed so that the channel is restored to its design capacity. 2. If the channel capacity is insufficient for the design flow, it must be determined whether the problem is local (e.g., a constriction or bend) or the channel is under-designed. If the problem is local, the channel capacity must be increased through construction of a berm(s) or by excavation. If the problem is under-design, the design engineer shall be notified and the channel redesigned to a more conservative standard to be approved by the City. 3. The channel shall be examined for signs of scouring and erosion of the bed and banks. If scouring or erosion has occurred, affected areas shall be protected by riprap or an erosion control blanket or net. SECTION D.3 SMALL SITE CSWPP 12/12/2016 2017 City of Renton Surface Water Design Manual D-122 D.3.4.3 PIPE SLOPE DRAIN Purpose Pipe slope drains are designed to carry concentrated runoff down steep slopes without causing erosion, or saturation of slide-prone soils. Pipe slope drains may be used to divert water away from or over bare soil to prevent gullies, channel erosion, and saturation of slide prone soils Conditions of Use Pipe slope drains should be used when a temporary or permanent stormwater conveyance is needed to move water down a steep slope to avoid erosion. Pipe slope drains may be: 1. Used on any slope with a gradient of 2H:1V or greater and with at least 10 feet of vertical relief. 2. Used to drain water collected from aquifers exposed on cut slopes and convey it to the base of the slope. 3. Used to collect clean runoff from plastic sheet cover and direct away from any exposed soils. 4. Installed in conjunction with silt fence to drain collected water to a controlled area. Design and Installation Specifications 1. See Figure D.2.1.6.D for details. 2. Up to 30,000 square feet may be drained by each 6-inch minimum diameter pipe. Up to 2 acres may be drained by each 12-inch minimum diameter pipe. 3. The maximum drainage area allowed for any 12-inch pipe is 2 acres. For larger areas, more than one pipe shall be used. 4. The soil around and under the pipe and entrance section shall be thoroughly compacted. 5. The flared inlet section shall be securely connected to the slope drain and be fused or welded, or have flange-bolted mechanical joints to ensure a watertight seal. Ensure that the entrance area is stable and large enough to direct flow into the pipe. 6. Slope drains shall be continuously fused, welded, or flange-bolted mechanical joint pipe systems with proper anchoring to the soil. 7. Re-establish cover immediately on areas disturbed by the installation. Maintenance Standards 1. The inlet shall not be undercut or bypassed by water. If there are problems, the head wall shall be appropriately reinforced. 2. No erosion shall occur at the outlet point. If erosion occurs, additional protection shall be added. D.3.5 CONTROL OF OTHER POLLUTANTS (SWPPS) SWPPS for Small Sites. SWPPS measures are not modified for small sites; however, the scope and complexity may be lessened in accordance with the scope of the small site project. Construction activity shall not allow pollutant discharge to surface waters or water resources. The measures listed below provide summary guidance on typical issues and associated BMPs. See Section D.2.2 for additional SWPPS information and measures. Purpose To prevent the discharge of pollutants resulting from construction activities. The Small Site CSWPP plan is not complete if this section is not included in the planning and implementation of CSWPP for the Small Site project. D.3.5 CONTROL OF OTHER POLLUTANTS (SWPPS) 2017 City of Renton Surface Water Design Manual 12/12/2016 D-123 Application Pollution control measures shall be used whenever there is a potential for the discharge to ground or surface water of any pollutants used on the site. Pollution Control Measures The following pollution control measures shall be implemented as applicable using activity-specific BMPs detailed in Section D.2.2 (and Section D.2.1 as applicable) of this appendix and the King County SPPM (listed Activity Sheets are viewable at <http://www.kingcounty.gov/environment/water-and- land/stormwater/documents/pollution-prevention-manual.aspx>): 1. All pollutants, including waste materials, that occur onsite shall be handled and disposed of in a manner that does not cause contamination of stormwater. See BMP s D.2.2.1 “Concrete Handling” on and D.2.2.4 “Material Delivery, Storage, and Containment” on of Section D.2.2 of this appendix and SPPM Activity Sheets A-8, A-11, A-12, A-16, A-17, A-22, A-29, A-38, and A-41. 2. Cover, containment, and protection from vandalism shall be provided for all chemicals, liquid products, petroleum products, and non-inert wastes present on the site (see Chapter 173-304 WAC for the definition of inert waste). Onsite fueling tanks shall include secondary containment. See BMP D.2.2.4 “Material Delivery, Storage, and Containment” in Section D.2.2 of this appendix and SPPM Activity Sheets A-2, A-3, A-4, A-6, A-8, and A-9. 3. Maintenance and repair of heavy equipment and vehicles involving oil changes, hydraulic system drain down, solvent and de-greasing cleaning operations, fuel tank drain down and removal, and other activities which may result in discharge or spillage of pollutants to the ground or into stormwater runoff must be conducted using spill prevention measures, such as drip pans. Contaminated surfaces shall be cleaned immediately following any discharge or spill incident. Emergency repairs may be performed onsite using temporary plastic placed beneath and, if raining, over the vehicle. See BMP D.2.2.4 “Material Delivery, Storage, and Containment” in Section D.2.2 of this appendix and SPPM Activity Sheets A-13, A-17, A-18 and A-48. 4. Application of agricultural chemicals, including fertilizers and pesticides, shall be conducted in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Manufacturers’ recommendations for application rates and procedures shall be followed. See SPPM Activity Sheets A-5, A-25, and A-26. 5. Stormwater discharges shall not cause or contribute to a violation of the water quality standard for pH in the receiving water. Measures shall be used to prevent or treat contamination of stormwater runoff by pH modifying sources. These sources include, but are not limited to: • Bulk cement (see SPPM Activity Sheets A-19, and BMPs D.2.2.1 “Concrete Handling” and D.2.2.4 “Material Delivery, Storage, and Containment” in this appendix) • Cement kiln dust, fly ash (see SPPM Activity Sheet A-19, and BMPs D.2.2.1 “Concrete Handling” and D.2.2.9 “Use of High pH Soil Amendments on Construction Sites” in this appendix) • New concrete washing and curing waters (see BMPs D.2.2.5 through D.2.2.8 in this appendix for high pH treatment and wastewater disposal requirements) • Waste streams generated from concrete grinding and sawing (see SPPM Activity Sheets A-19, A-29, A-44 and BMP D.2.2.3 “Sawcutting and Surfacing Pollution Prevention” in this appendix) • Exposed aggregate processes, and concrete pumping and mixer washout waters (see SPPM Activity Sheets A-19, A-44 and BMPs D.2.2.2 “Concrete Washout Area” and D.2.2.1 “Concrete Handling”) Also see Section D.2.1 of this appendix for ESC measures that will assist in containment of high pH runoff. SECTION D.3 SMALL SITE CSWPP 12/12/2016 2017 City of Renton Surface Water Design Manual D-124 6. For full compliance with RMC 4-6-030 Drainage (Surface Water) Standards, the project may need to include measures for the permanent structures and features constructed under other permits. See the SPPM for Activity Sheets describing issues and measures to address them. Common issues include: • Containment area planning for storage of liquid materials in stationary or portable tanks, storage of solid waste and food wastes including cooking grease, and to avoid pollutant spills to surface waters. See SPPM Activity Sheets A-2, A-3, A-7, and A-8. • Permanent canopy and paving requirements for permanent outdoor vehicle parking, maintenance and storage areas, and manufacturing or processing associated with metal products. See SPPM BMP Information Sheets #3 and #4 and Activity Sheets A-21 and A-31. D.3.6 SMALL SITE CSWPP SUBMITTAL REQUIREMENTS A Small Site CSWPP Plan must be submitted for all projects that are eligible to use the Small Site CSWPP requirements in this section. For projects in Simplified Drainage Review that disturb soil on less than 1 acre of land, this plan is part of the Simplified Drainage Plan described in the Simplified Drainage Requirements (Appendix C of the SWDM). For other projects, including those that may not be subject to drainage review, this plan would be submitted as directed by CED. Directions for preparing a Small Site CSWPP Plan are provided below, and a sample plan is presented in Section D.3.6.3. D.3.6.1 SMALL SITE CSWPP PLAN MAP The Small Site CSWPP Plan includes information that is routinely collected for a single family residence site plan or a short plat plot plan already required to be submitted with a permit application. One copy of the site plan or plot plan shall be used to show how ESC and SWPPS measures are to be applied to the site to comply with the Small Site CSWPP requirements. The approximate location and size of clearing limits, rock construction entrance, flow paths, silt fences, etc., should be indicated on the Small Site CSWPP Plan. Any plan must contain at a minimum the features listed in Section D.3.6.2. Single family residential projects that qualify for Small Site CSWPP requirements should use the Residential Site Plan (see CED Bulletin No. 9, “Obtaining a Residential Building Permit”) as the base map for the CSWPP plan. Proposed short plats that qualify for Simplified Drainage Review should use the Simplified Drainage Plan (see Simplified Drainage Requirements, Appendix C of the SWDM) as a base plan for the CSWPP plan. All projects subject to Simplified Drainage Review are required to submit these plans and a drainage assessment. If engineering plans are required for a short plat application, they may be used as a base plan for Small Site CSWPP plans. How the ESC and SWPPS measures are to be applied on the site are added directly to the base map. For more complicated sites, an erosion control professional should be readily able to add Small Site CSWPP BMPs to the base map with minimal additional effort or expense. The CSWPP plans for short plats usually apply only to the site development, since siting of homes on lots created by short plats is done after the short plat is approved (when the home applies for a residential building permit). It is the responsibility of the applicant for a proposed single family residence to show in detail how ESC and SWPPS requirements are met. The applicant is also required to comply with the King County SPPM and RMC 4-6-030. D.3.6.2 FEATURES REQUIRED ON SMALL SITE CSWPP PLANS The Small Site CSWPP Plan should be drawn on 8-1/2″ x 11″, 8-1/2″ x 14″, or 11″ x 17″ paper (see the sample plan in Figure D.3.6.A), and must include the following information. Identification 1. Name, address, and phone number of the applicant 2. Scale—use a scale that clearly illustrates drainage features and flow controls (1″ = 20′ is standard engineering scale; minimum acceptable scale is 1″ = 50′) D.3.6 SMALL SITE CSWPP SUBMITTAL REQUIREMENTS 2017 City of Renton Surface Water Design Manual 12/12/2016 D-125 3. Parcel number 4. North arrow 5. Dimension of all property lines, easements, and building setback lines 6. Street names and existing or proposed property address 7. Section, township, and range of proposal. Topography 1. Corner elevations 2. Benchmark (a permanent mark indicating elevation and serving as a reference in the topographic survey) 3. Datum (assumed datum is acceptable in many cases, i.e., fire hydrant base = 100′; datum for projects in or near FEMA floodplains should be NGVD 1929 or NAVD 1988 per the appropriate FEMA flood mapping, as directed by the local authority) 4. If over 15% slope: 5-foot contours, top of slope, toe of slope, and any erosion or landslide areas. Proposed ESC 1. Delineation of proposed clearing limits 2. Type and location of erosion control facilities 3. Location of any significant offsite drainage features within 200 feet of the discharge point(s) for the lot, including streams, lakes, roadside ditches. Proposed SWPPS 1. Areas of designated contractor and equipment parking, fueling and equipment maintenance 2. Type and location of spill control, materials containment and concrete handling/washout facilities 3. Notes referencing BMPs in this appendix and/or in the SPPM. Topography/Drainage Features 1. Outline of any stream, wetland, lake, closed depression, or other water feature (including any required buffer width) 2. Location of all steep slopes, landslide hazard areas, and coal mine hazard areas (including buffers) 3. Location of all existing and proposed drainage easements, ditches, swales, pipes, etc. 4. Location of all critical areas as shown on any recorded critical areas notice on title. D.3.6.3 SAMPLE SMALL SITE CSWPP PLAN Proposed ESC. All sites are required to control erosion and contain sediment. The planning and use of ESC measures will be illustrated for a single family residence. Although the specifics of any lot will differ from those shown here, the process will be similar. The first step in the process is to determine whether the site is eligible to use the Small Site ESC requirements. This evaluation and the following materials are usually included in the drainage assessment that accompanies the Small Site ESC Plan. The proposed house is to be placed on an existing 1.69-acre lot (see Figure D.3.6.A). Impervious surfaces are the roof, a driveway, and a parking area. The total proposed impervious surface is 6,950 square feet as determined from the residential site plan layout of residence and driveway (the site plan provides the base map for the Small Site CSWPP Plan). The amount exceeds 2,000 square feet but falls below the 10,000-square-foot limit for Simplified Drainage Review. Therefore, a Small Site CSWPP Plan is applicable. SECTION D.3 SMALL SITE CSWPP 12/12/2016 2017 City of Renton Surface Water Design Manual D-126 The proposal is not in a basin plan area or critical drainage area that might contain clearing limits. However, a portion of a wetland and an erosion hazard area have been identified on the site, and their approximate locations are shown in Figure D.3.6.A. While neither the wetland and its buffer, nor the erosion hazard area would be disturbed during construction, the locations of these critical areas must be verified. Approximately the southern 2/3 of the site will be cleared. Trees and other native vegetation will be left intact along the northern edge, near the street. Buffers will be maintained around the wetland and erosion hazard areas, respectively. The site slopes towards the street. In order to prevent erosion and to encourage sedimentation, the following ESC BMPs are used: 1. Clearing will be minimized to the extent possible, and clearing limits will be marked by fencing or other means on the ground. 2. Water will be routed around the erosion hazard area and around the steep section of the driveway by constructing an interceptor dike or ditch that will intersect and direct water away to the east of the site. 3. Water will be filtered before it reaches the wetland. Silt fencing or other perimeter protection will be placed along slope contours at the limits of clearing in the vicinity of both the wetland and the erosion hazard area. 4. A rocked construction entrance will be placed at the end of the driveway. 5. Mulch will be spread over all cleared areas of the site when they are not being worked. Mulch will consist of air-dried straw and chipped site vegetation. Other cover methods that prevent erosion may also be installed. The BMPs shown in Figure D.3.6.A must be installed as clearing progresses. For example, the rock construction entrance must be installed as soon as the path for the driveway has been cleared. Additional ESC measures must be installed if the ones proposed above prove insufficient. Proposed SWPPS. Although the footprints of the proposed house and driveway are not shown in this example, the project description suggests typical house building materials and concrete foundation/driveway construction. In order to prevent pollutants from entering water resources and groundwater, the following SWPPS BMPs would be used: 1. Designated parking for contractors and spill containment if equipment will be left onsite (reference SPPM Activity Sheet A-31 on the Small Site CSWPP plan). 2. Concrete handling/washout containment area (indicate location) and description/detail (reference BMPs D.2.2.1 “Concrete Handling” and D.2.2.2 “Concrete Washout Area” from this appendix on the Small Site CSWPP plan). D.3.6 SMALL SITE CSWPP SUBMITTAL REQUIREMENTS 2017 City of Renton Surface Water Design Manual 12/12/2016 D-127 FIGURE D.3.6.A SAMPLE SMALL SITE CSWPP PLAN 1 2 " P I P E N MAINTAIN ROCKED TRAFFIC AREAS AS NECESSARY. LEGEND: PROPERTY LINE ST. CENTERLINE CONTOUR WETLAND STEEP SLOPE (40%+) OFFSITE DRAINAGE S.A.S.B. = SENSITIVE AREA SETBACK APPLICANT: Malene McResident 600 NE Z Street Sometown, WA. 98111 (206) 555-1212 PROJECT PARCEL NO.= 322708 PROJECT ADDRESS= 7519 NE Q Street (proposed) Sometown, WA. 98111 SECTION/TOWNSHIP/RANGE: 32-27-08 TOTAL SITE ACREAGE: 1.69 TOTAL IMPERVIOUS AREA: 6950 SQ. FT. SCALE: 1"=40' FLAG WETLAND BUFFER EDGE w/S.A.S.B. TAPE C NE P S T. L 465' 470'475' 480 ' 50 0 ' 495' 4 9 5 ' 455' 485' 490' 4 8 5 ' 4 9 0 ' 460' ELEV. 502' ELEV. 495' ELEV. 440' ELEV. 460' 145'390'315'290' TOP OF SLOPE TOE OF SLOPE SWALESILT FENCE ROCK CONSTRUCTION ENTRANCE APPROX. AREA TO BE CLEARED. ALL EXPOSED SOILS WILL BE MULCHED WHEN NOT BEING WORKED. MARK CLEARING LIMIT w/S.A.S.B. FENCE CONCRETE WASHOUT AREA ROCKED PARKING/ EQUIPMENT/MATERIALS STORAGE; CONDUCT MAINTENANCE OFFSITE OR PROVIDE SPILL PROTECTION APPROX. BUILDING FOOTPRINT MARK CLEARING LIMIT w/S.A.S.B. FENCE CSWPP/ESC CONTACT: Malene McResident (206) 555-1212 DISTURBED ACREAGE: APPROX. 0.9 SECTION D.3 SMALL SITE CSWPP 12/12/2016 2017 City of Renton Surface Water Design Manual D-128 (This page intentionally left blank.) CITY OF RENTON SURFACE WATER DESIGN MANUAL 2017 City of Renton Surface Water Design Manual 12/12/2016 D-129 D.4 REFERENCE SECTION This reference section provides materials useful in developing erosion and sediment control plans and for effectively implementing erosion control measures in the field. D.4.1 STANDARD ESC PLAN NOTES The standard ESC plan notes included in Reference Section 7-B must be included on all ESC plans. D.4.2 RECOMMENDED CONSTRUCTION SEQUENCE A detailed construction sequence is needed to ensure that erosion and sediment control measures are applied at the appropriate times. A recommended construction sequence is provided in Reference Section 7-B. SECTION D.4 REFERENCE SECTION 12/12/2016 2017 City of Renton Surface Water Design Manual D-130 D.4.3 ESC AND SWPPS MAINTENANCE REPORTS CED may require a written record of all maintenance activities to be kept to demonstrate compliance with the Maintenance Requirements (Section D.2.4.4). A standard ESC Maintenance Report is provided on the next page and typical SWPPS Maintenance Reports follow. Copies of the ESC and SWPPS Maintenance Reports must be kept on site throughout the duration of construction. E S C M A I N T E N A N C E R E P O R T Performed By:___________________________ Date:___________________________ Project Name:___________________________ CED Permit #:___________________________ Clearing Limits Damage OK Problem Visible OK Problem Intrusions OK Problem Other OK Problem Mulch Rills/Gullies OK Problem Thickness OK Problem Other OK Problem Nets/Blankets Rills/Gullies OK Problem Ground Contact OK Problem Other OK Problem Plastic Tears/Gaps OK Problem Other OK Problem Seeding Percent Cover OK Problem Rills/Gullies OK Problem Mulch OK Problem Other OK Problem Sodding Grass Health OK Problem Rills/Gullies OK Problem Other OK Problem Perimeter Protection Including Silt Fence Damage OK Problem Sediment Build-up OK Problem Concentrated Flow OK Problem Other OK Problem BMP/Facility Protection Damage OK Problem Sedimentation OK Problem Concentrated Flow OK Problem Rills/Gullies OK Problem Intrusions OK Problem Other OK Problem Brush Barrier Damage OK Problem Sediment Build-up OK Problem Concentrated Flow OK Problem Other OK Problem D.4.3 ESC AND SWPPS MAINTENANCE REPORTS 2017 City of Renton Surface Water Design Manual 12/12/2016 D-131 Vegetated Strip Damage OK Problem Sediment Build-up OK Problem Concentrated Flow OK Problem Other OK Problem Construction Entrance Dimensions OK Problem Sediment Tracking OK Problem Vehicle Avoidance OK Problem Other OK Problem Wheel Wash Dimensions OK Problem Sed buildup or tracking OK . Problem Other OK Problem Construction Road Stable Driving Surf. OK Problem Vehicle Avoidance OK Problem Other OK Problem Sediment Trap/Pond Sed. Accumulation OK Problem Overtopping OK Problem Inlet/Outlet Erosion OK Problem Other OK Problem Catch Basin/Inlet Protection Sed. Accumulation OK Problem Damage OK Problem Clogged Filter OK Problem Other OK Problem Interceptor Dike/Swale Damage OK Problem Sed. Accumulation OK Problem Overtopping OK Problem Other OK Problem Pipe Slope Drain Damage OK Problem Inlet/Outlet OK Problem Secure Fittings OK Problem Other OK Problem Ditches Damage OK Problem Sed. Accumulation OK Problem Overtopping OK Problem Other OK Problem Outlet Protection Scour OK Problem Other OK Problem Level Spreader Damage OK Problem Concentrated Flow OK Problem Rills/Gullies OK Problem Sed. Accumulation OK Problem Other OK Problem Dewatering Controls Sediment OK Problem Dust Control Palliative applied OK Problem SECTION D.4 REFERENCE SECTION 12/12/2016 2017 City of Renton Surface Water Design Manual D-132 Miscellaneous Wet Season Stockpile OK Problem Other OK Problem Comments: Actions Taken: Problems Unresolved: D.4.3 ESC AND SWPPS MAINTENANCE REPORTS 2017 City of Renton Surface Water Design Manual 12/12/2016 D-133 Pollution Prevention Team Completed by: ______________________ Title: ______________________________ Date: ______________________________ Responsible Official: Title: ___________________________ Team Leader: Office Phone:____________________ Cell Phone #: ____________________ Responsibilities: _______________________________ _______________________________ _______________________________ (1) Title:____________________________ Office Phone: ____________________ Cell Phone #: ____________________ Responsibilities: _______________________________ _______________________________ _______________________________ (2) Title:____________________________ Office Phone: ____________________ Cell Phone #: ____________________ Responsibilities: _______________________________ _______________________________ _______________________________ D.4 REFERENCE SECTION 11/2/2016 2017 City of Renton Surface Water Design Manual D-134 Employee Training Completed by:______________________________________ Title:______________________________________________ Date: ______________________________________________ Describe the annual training of employees on the SWPPP, addressing spill response, good housekeeping, and material management practices. Training Topics 1.) LINE WORKERS Brief Description of Training Program/Materials (e.g., film, newsletter course) Schedule for Training (list dates) Attendees Spill Prevention and Response Good Housekeeping Material Management Practices 2.) P2 TEAM: SWPPP Implementation Monitoring Procedures D.4.3 ESC AND SWPPS MAINTENANCE REPORTS 2017 City of Renton Surface Water Design Manual 11/2/2016 D-135 List of Significant Spills and Leaks Completed by: Title: Date: List all spills and leaks of toxic or hazardous pollutants that were significant but are not limited to, release of oil or hazardous substances in excess of reportable quantities. Although not required, we suggest you list spills and leaks of non-hazardous materials. Description Response Procedure Date (month/day/ year) Location (as indicated on site map) Type of Material Quantity Source, If Known Reason for Spill/Leak Amount of Material Recovered Material No longer exposed to Stormwater (Yes/No) Preventive Measure Taken D.4 REFERENCE SECTION 12/12/2016 2017 City of Renton Surface Water Design Manual D-136 Potential Pollutant Source Identification Completed by: Title: Date: List all potential stormwater pollutants from materials handled, treated, or stored onsite. Potential Stormwater Pollutant Stormwater Pollutant Source Likelihood of pollutant being present in your stormwater discharge. If yes, explain D.4.3 ESC AND SWPPS MAINTENANCE REPORTS 2017 City of Renton Surface Water Design Manual 12/12/2016 D-137 Material Inventory Completed by: Title: Date: List materials handled, treated, stored, or disposed of at the project site that may potentially be exposed to precipitation or runoff. Material Purpose/Location Quantity (Units) Likelihood of contact with stormwater Past Spill or Used Produced Stored If Yes, describe reason Leak (indicate per week or year) Yes No D.4 REFERENCE SECTION 12/12/2016 2017 City of Renton Surface Water Design Manual D-138 (This page intentionally left blank) APPENDIX C: Correspondence- Not applicable APPENDIX D: Site Inspection Form Construction Stormwater Site Inspection Form Page 1 Project Name Renton DUIP Permit # Inspection Date Time Name of Certified Erosion Sediment Control Lead (CESCL) or qualified inspector if less than one acre Print Name: Approximate rainfall amount since the last inspection (in inches): Approximate rainfall amount in the last 24 hours (in inches): Current Weather Clear Cloudy Mist Rain Wind Fog A. Type of inspection: Weekly Post Storm Event Other B. Phase of Active Construction (check all that apply): Pre Construction/installation of erosion/sediment controls Clearing/Demo/Grading Infrastructure/storm/roads Concrete pours Vertical Construction/buildings Utilities Offsite improvements Site temporary stabilized Final stabilization C. Questions: 1. Were all areas of construction and discharge points inspected? Yes No 2. Did you observe the presence of suspended sediment, turbidity, discoloration, or oil sheen Yes No 3. Was a water quality sample taken during inspection? (refer to permit conditions S4 & S5) Yes No 4. Was there a turbid discharge 250 NTU or greater, or Transparency 6 cm or less?* Yes No 5. If yes to #4 was it reported to Ecology? Yes No 6. Is pH sampling required? pH range required is 6.5 to 8.5. Yes No If answering yes to a discharge, describe the event. Include when, where, and why it happened; what action was taken, and when. *If answering yes to # 4 record NTU/Transparency with continual sampling daily until turbidity is 25 NTU or less/ transparency is 33 cm or greater. Sampling Results: Date: Parameter Method (circle one) Result Other/Note NTU cm pH Turbidity tube, meter, laboratory pH Paper, kit, meter Construction Stormwater Site Inspection Form Page 2 D. Check the observed status of all items. Provide “Action Required “details and dates. Element # Inspection BMPs Inspected BMP needs maintenance BMP failed Action required (describe in section F) yes no n/a 1 Clearing Limits Before beginning land disturbing activities are all clearing limits, natural resource areas (streams, wetlands, buffers, trees) protected with barriers or similar BMPs? (high visibility recommended) 2 Construction Access Construction access is stabilized with quarry spalls or equivalent BMP to prevent sediment from being tracked onto roads? Sediment tracked onto the road way was cleaned thoroughly at the end of the day or more frequent as necessary. 3 Control Flow Rates Are flow control measures installed to control stormwater volumes and velocity during construction and do they protect downstream properties and waterways from erosion? If permanent infiltration ponds are used for flow control during construction, are they protected from siltation? 4 Sediment Controls All perimeter sediment controls (e.g. silt fence, wattles, compost socks, berms, etc.) installed, and maintained in accordance with the Stormwater Pollution Prevention Plan (SWPPP). Sediment control BMPs (sediment ponds, traps, filters etc.) have been constructed and functional as the first step of grading. Stormwater runoff from disturbed areas is directed to sediment removal BMP. 5 Stabilize Soils Have exposed un-worked soils been stabilized with effective BMP to prevent erosion and sediment deposition? Construction Stormwater Site Inspection Form Page 3 Element # Inspection BMPs Inspected BMP needs maintenance BMP failed Action required (describe in section F) yes no n/a 5 Stabilize Soils Cont. Are stockpiles stabilized from erosion, protected with sediment trapping measures and located away from drain inlet, waterways, and drainage channels? Have soils been stabilized at the end of the shift, before a holiday or weekend if needed based on the weather forecast? 6 Protect Slopes Has stormwater and ground water been diverted away from slopes and disturbed areas with interceptor dikes, pipes and or swales? Is off-site storm water managed separately from stormwater generated on the site? Is excavated material placed on uphill side of trenches consistent with safety and space considerations? Have check dams been placed at regular intervals within constructed channels that are cut down a slope? 7 Drain Inlets Storm drain inlets made operable during construction are protected. Are existing storm drains within the influence of the project protected? 8 Stabilize Channel and Outlets Have all on-site conveyance channels been designed, constructed and stabilized to prevent erosion from expected peak flows? Is stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent stream banks, slopes and downstream conveyance systems? 9 Control Pollutants Are waste materials and demolition debris handled and disposed of to prevent contamination of stormwater? Has cover been provided for all chemicals, liquid products, petroleum products, and other material? Has secondary containment been provided capable of containing 110% of the volume? Were contaminated surfaces cleaned immediately after a spill incident? Were BMPs used to prevent contamination of stormwater by a pH modifying sources? Construction Stormwater Site Inspection Form Page 4 Element # Inspection BMPs Inspected BMP needs maintenance BMP failed Action required (describe in section F) yes no n/a 9 Cont. Wheel wash wastewater is handled and disposed of properly. 10 Control Dewatering Concrete washout in designated areas. No washout or excess concrete on the ground. Dewatering has been done to an approved source and in compliance with the SWPPP. Were there any clean non turbid dewatering discharges? 11 Maintain BMP Are all temporary and permanent erosion and sediment control BMPs maintained to perform as intended? 12 Manage the Project Has the project been phased to the maximum degree practicable? Has regular inspection, monitoring and maintenance been performed as required by the permit? Has the SWPPP been updated, implemented and records maintained? 13 Protect LID Is all Bioretention and Rain Garden Facilities protected from sedimentation with appropriate BMPs? Is the Bioretention and Rain Garden protected against over compaction of construction equipment and foot traffic to retain its infiltration capabilities? Permeable pavements are clean and free of sediment and sediment laden- water runoff. Muddy construction equipment has not been on the base material or pavement. Have soiled permeable pavements been cleaned of sediments and pass infiltration test as required by stormwater manual methodology? Heavy equipment has been kept off existing soils under LID facilities to retain infiltration rate. E. Check all areas that have been inspected. All in place BMPs All disturbed soils All concrete wash out area All material storage areas All discharge locations All equipment storage areas All construction entrances/exits Construction Stormwater Site Inspection Form Page 5 F. Elements checked “Action Required” (section D) describe corrective action to be taken. List the element number; be specific on location and work needed. Document, initial, and date when the corrective action has been completed and inspected. Element # Description and Location Action Required Completion Date Initials Attach additional page if needed Sign the following certification: “I certify that this report is true, accurate, and complete, to the best of my knowledge and belief” Inspected by: (print) (Signature) Date: Title/Qualification of Inspector: APPENDIX E: Construction Stormwater General Permit (CSWGP) – To be appended upon completion APPENDIX F: 303(d) List Waterbodies/TMDL Waterbodies Information – Not Applicable APPENDIX G: Contaminated Site Information !( !( !( !( !( !(!(!( !B<!B<!B<!B<!B<!!( !!( !!( !!( !!(!!( !!(!!(!!( !!( !!(!!( !!(!A!A!A!A!A!A!A39 24 31 13 30 44 5 25 98 3 18 45 50 28 14 10 35 40 27 26 34 32 21 8 37 49 3352 13 46 23 74 4217 43 19 42 11 4 34 54 38 41 101 7 45 78 85 6 41102 76104 105 106106106 48 12 36 47 57 51 41 29 KB-2 KB-3 KB-9 KB-4 KB-6 KB-8 KB-7KB-16 KB-15 KB-13 KB-12 KB-17 KB-5 KB-18 KB-14 MW-8 MW-5 MW-4 MW-2 MW-1 MW-3 The information included on this graphic representation has been compiled from a variety of sources and issubject to change without notice. Kleinfelder makes no representations or warranties, express or implied,as to accuracy, completeness, timeliness, or rights to the use of such information. This document is notintended for use as a land survey product nor is it designed or intended as a construction design document.The use or misuse of the information contained on this graphic representation is at the sole risk of the partyusing or misusing the information.www.kleinfelder.com PARCELS OF POTENTIAL ENVIRONMENTALCONCERN AND ANA LYTICA L RESULTS CITY OF RENTONDOWNTOWN UTILITY IMPR OVEMENTS PROJECTRENTON, WASHINGTON FIGURE 2 PROJECT: DRAWN: DRAWN BY: CHECKED BY: FILE NAME:Figure2.mxd 20181376 10/2019 KFH CH SALT LAKE CITY, UTFILE: L:\2018\20181376.003A - Renton DUIP Geotechnical Services\2.0 Technical Information\2.8 GISTPH-GRO = TOTAL PETROLEUM HYDROCARBONS - GASOLINE-RANGE ORGANICSTPH-DRO = TOTAL PETROLEUM HYDROCARBONS - DIESEL-RANGE ORGANICSTPH-ORO = TOTAL PETROLEUM HYDROCARBONS - OIL-RANGE ORGANICS CONCENTRATIONS IN mg/kg (MILLIGRAMS PER KILOGRAM)< = NOT DETECTED AT OR ABOVE THE INDICATED QUANTITYBOLD = REPORTED CONCENTRATION EXCEEDS THE WASHINGTON DEPARTMENT OF ECOLOGY METHOD A SCREENING LEVEL NOTES:600 0 600300³ APPROXIMATE SCALE (feet) LEGEND !APREVIOUS MONITORING WELL LOCATION !!(APPROXIMATE GEOTECHNICAL BORING LOCATION !B<APPROXIMATE GEOTECHNICAL BORING LOCATION COMPLETED AS AMONITORING WELL !(PETROLEUM HYDROCARBONS DETECTED IN SOIL AT CONCENTRATIONSEXCEEDING ONE OR MORE OF THE WASHINGTON DEPT. OF ECOLOGYMETHOD A SCREENING LEVELSENVIRONMENTAL RECORDS SEARCH BOUNDARYREPORTED CONTAMINANT RELEASE SITE - INDICATES REPORTED RELEASETO SOIL OR GROUNDWATER WITH "OPEN" REGULATORY STATUS.SITE OF POTENTIAL ENVIRONMENTAL CONCERN - INDICATES CURRENT ORFORMER SITE USE OF POTENTIAL ENVIRONMENTAL CONCERN, ORREPORTED CONTAMINANT RELEASE WITH NO FURTHER ACTION STATUS BYREGULATORY AGENCY. MW-8 KB-17 KB-18 TPH-GRO 93TPH-DRO 340TPH-ORO 2,600 KB-1 TPH-GRO 1,600TPH-DRO 120TPH-ORO <55 KB-10TPH-GRO 370TPH-DRO 150TPH-ORO <56 KB-11 TPH-GRO 320TPH-DRO <440TPH-ORO <140 MW-6DRAFTAPPROXIMATE PREVIOUS MONITORING WELL LOCATION 3 APPENDIX H: Engineering Calculations – Not Applicable Appendix D Administrative Order and Construction Storm Water General Permit STATEOFWASHINGTONDEPARTMENTOFECOLOGYNorthu’estRegionalOffice‘3/90]6OthAvernieSE•Bel/evue,Washington98008-5452•(425)649-700071IforWashingtonRelayService‘Personswithcispeechdisabilitycancall(877)833-6341September11,2020KenSrilofungCityofRenton,SurfaceWater1055S.GradyWayFl5Renton,WA98057-3232Re:AdministrativeOrderDearKenSrilofung:TheDepartmentofEcology(Ecology)hasissuedtheenclosedAdministrativeOrder(Order)requiringCityofRenton,SurfaceWatertocomplywith:•Chapter90.48RevisedCodeofWashington(RCW)—StateofWashingtonWaterPollutionControlAct.•Chapter173-201AWashingtonAdministrativeCode(WAC)—WaterQualityStandardsforSurfaceWatersoftheStateofWashington.SiteLocationOrderDocketNo.18385TheprojectisintheCityofRenton,WA,primarilyon5.2ndStreetandS.3rdStreet,includingseveralcrossstreets,asdefinedperthefollowing:S.2ndSt.,betweenRainierAve.S.andtheCedarRiver5.3rdSt.,betweenHardieAve.SWandBurnettAve.S.LakeAve.S.,betweenS.2ndSt.andS.TobinSt.ShattuckAve.S.,between5.2ndSt.andS.4thP1.WhitworthAve.S.,between5.2ndSt.andS.3rdSt.MorrisAve.S.,betweenS.2ndSt.andS.3rdSt.SmithersAveS.,betweenS.3rdSt.andS.4thSt.BurnettAve.S.attheintersectionofS.2ndSt.MillAve.S.,betweenBronsonWayS.andS.3rdSt.SanitarysewereasementsthatconnecttosewermainsinS.2ndSt.andS.3rdSt.,Renton,WA98055 KenSrilofung,CityofRentonSeptember11,2020Page2•NationalPollutantDischargeEliminationSystem(NPDES)ConstructionStormwaterGeneralPermit,NumberWAR309419.Ifyouhavequestionsorneedassistance,pleasecontactMathewKwartinat425-649-4484orbyemailatmkwa461(ecy.wa.gov.Sincerely,Yfl—RachelMcCreaWaterQualitySectionManagerNorthwestRegionalOfficeEnclosure:AdministrativeOrderDocketNo.18385SentbyCertifiedMail:9171969009350232649241 STATEOFWASHINGTONDEPARTMENTOFECOLOGYINTHEMATTEROFAN)ADMINISTRATIVEORDERADMINISTRATIVEORDER)DOCKETNo.18385AGAINST)CityofRenton,SurfaceWater)KenSrilofungTo:KenSrilofungCityofRenton,SurfaceWater1055S.GradyWayFl5Renton,WA98057-3232OrderDocketNo.18385SiteLocationTheprojectisintheCityofRenton,WA,primarilyonS.2ndStreetandS.3rdStreet,includingseveralcrossstreets,asdefinedperthefollowing:S.2ndSt.,betweenRainierAve.S.andtheCedarRiverS.3rdSt.,betweenHardieAve.SWandBurnettAve.S.LakeAve.S.,betweenS.2ndSt.andS.TobinSt.ShattuckAve.S.,betweenS.2ndSt.andS.4thP1.WhitworthAve.S.,betweenS.2ndSt.andS.3rdSt.MorrisAve.S.,betweenS.2ndSt.andS.3rdSt.SmithersAve.S.,betweenS.3rdSt.andS.4thSt.BurnettAve.S.attheintersectionofS.2ndSt.MillAve.S.,betweenBronsonWayS.andS.3rdSt.Sanitarysewereasementsthatconnecttosewermainsin_________________S.2ndSt.andS.3rdSt.,Renton,WA98055TheDepartmentofEcology(Ecology)hasissuedthisAdministrativeOrder(Order)requiringCityofRenton,SurfaceWatertocomplywith:•Chapter90.48RevisedCodeofWashington(RCW)—StateofWashingtonWaterPollutionControlAct.•Chapter173-20IAWashingtonAdministrativeCode(WAC)—WaterQualityStandardsforSurfaceWatersoftheStateofWashington.•NationalPollutantDischargeEliminationSystem(NPDES)ConstructionStormwaterGeneralPermit,NumberWAR309419.ThisisanAdministrativeOrderinaccordancewithGeneralConditionG13(AdditionalMonitoring)assetforthintheConstructionStormwaterGeneralPermit.RCW90.48.120(2)authorizesEcologytoissueAdministrativeOrderstoaccomplishthepurposesofChapter90.48RCW. AdministrativeOrder18385RentonDowntownUtilityImprovementProjectPage2of8ORDERTOCOMPLYBackgroundandassociatedcorrectiveactions:CityofRenton,SurfaceWaterhasreceivedcoverageundertheConstructionStormwaterGeneralPermit(CSWGP)No.WAR3094l9forconstructionactivitiesassociatedwiththeconstructionsiteknownastheRentonDowntownUtilityImprovementProject.Theprojectconsistsofextensiveasphaltdisturbancesforutilityconstructionactivitiesthroughoutthedowntownarea,primarilyonS.2ndandS.3rdStreet.Theprojectinvolves6.5acresofexistingasphaltdisturbanceandwillincludesanitarysewereasementsthatconnecttosewermains.ThereceivingwaterbodiesaftertreatmentwillbetheCedarRiverandtheBlackRiver.TheCedarRiverisanimpairedwaterbody[303(d)listed]forpH,andthereforethisAdministrativeOrdersetspHasalimitnotabenchmark.TheCityofRenton,SurfaceWaterreportedthatpartoftheconstructionsitecontainscontaminatedgroundwaterwhichcontainspollutantsthatmaybedischargedduetotheproposedconstructionactivity.TheCSWGPdoesnothavewaterqualitysamplingorbenchmarksfortheknownconstituentsofconcernlistedinTable1;however,thepermitrequirescompliancewiththeChapter173-201AWashingtonAdministrativeCode(WAC)—WaterQualityStandardsforSurfaceWatersoftheStateofWashington(WAC173-201A).ThisOrderestablishesIndicatorLevelsfortheCityofRenton,SurfaceWaterproject.IndicatorLevelsexpressapollutantconcentrationusedasathreshold.belowwhichapollutantisconsideredunlikelytocauseawaterqualityviolation,andabovewhichitmay.IndicatorLevelsinthisAdministrativeOrderwerederivedfromChapter173-201AWACandtheanalyticalmethod’sminimumquantitationlevel.ForthesereasonsandinaccordancewithRCW90.48.120(2)itisorderedthattheCityofRenton,SurfaceWatertakethefollowingactions.TheseactionsarerequiredatthelocationknownastheRentonDowntownUtilityImprovementprojectlocatedindowntownRentonbetween5.2ndandS.3rdStreets,Renton,WA98055.IntheeventofapermittransfertoanotherPermittee,compliancewiththisAdministrativeOrderandtheactionslistedbelowisrequired.ImmediatelyuponreceiptofthisOrderandcontinuouslythereafterCityofRenton,SurfaceWatermust:•Installallpre-treatmentandtreatmentsystemspriortoanydischargeofcontaminateddewateringwaterorcontaminatedconstructionstormwatertothereceivingwaterbody.•Capture,contain,andtreatallcontaminateddewateringorcontaminatedstormwaterpriortodischargetothereceivingwaterbody.•UseanEcology-approvedtreatmentsystemandmediafiltrationtotreatanycontaminateddewateringwaterorcontaminatedstormwater.Ecologymustbenotifiedinadvanceifanychangesinthetreatmentaremade,withtheexceptionofroutinemaintenance. AdministrativeOrder18385RentonDowntownUtilityImprovementProjectPage3of8Allcapturedsedimentfromthetreatmentofthedewateringwaterorcontaminatedstormwatermustbetransportedtoanapproveddisposalfacilitybasedonthelevelofcontamination.ThetreatmentsystemmusthaveenoughcapacitytoholdthetreateddewateringwaterorstorrnwateruntilithasbeentestedtodetermineifanyoftheIndicatorLevelslistedinTableIhavebeenexceeded.NodewateringwaterorstorrnwatermaybedischargedbeforeithasbeentestedfortheparameterslistedinTable1.IfanyoftheIndicatorLevelslistedinTable1areexceeded,thetreateddewateringwaterorstormwatermustnotbedischargedtothereceivingwaterbody.ThetreateddewateringwaterorstormwatermaybedischargedtothereceivingwaterbodyifithasbeentreatedandretestedtodeterminethatallparametersareequaltoorbelowtheIndicatorLevelslistedinTableI.IfanyoftheIndicatorLevelsareexceededafterbeingretestedCityofRenton,SurfaceWatershalltruckthecontaminatedstormorgroundwateroff-sitefordisposalinanapprovedmanner.CityofRenton,SurfaceWatermayalsodischargetosanitarysewerifauthorizationfromthepropersewerauthorityhasbeenobtainedandEcologyisnotifiedofthechange.Oncetheeffectivenessofthetreatmentsystemhasbeendetermined,CityofRenton,SurfaceWatermayreverttoaflow-throughtreatmentsystemaftertheminimumtwosamplingandtestingeventsanduponwrittenapprovalfromEcology.Theflow-throughtreatmentsystemdesignmustbesubmittedtoEcologyforreviewpriortouse.•Ifaflow-throughtreatmentsystemisadopted,alldewateringwaterorcontaminatedstormwatermustbesampledweeklywhiledischargingandtestedfortheparameterslistedinTableI.•Whenusingaflow-throughtreatmentsystem,ifanyoftheIndicatorLevelslistedinTable1areexceeded,CityofRenton,SurfaceWatermuststopthedischargeoftreateddewateringwaterorstormwatertothereceivingwaterbodyuntilithasbeenretestedtodeterminethatallparametersareequaltoorbelowtheIndicatorLevelsinTable1.IfanyoftheIndicatorLevelsareexceededafterbeingretested,CityofRenton,SurfaceWatershallmodifytheexistingflow-throughtreatmentsystemtoincreaseitseffectivenessorinstallanEcology-approvedtreatmentsystemortruckthecontaminatedstormwaterorgroundwateroff-sitefordisposalinanapprovedmanner.•SamplingforthecontaminantslistedinTableImustbereportedontherequiredDischargeMonitoringReport(DMR)accordingtoPermitConditions(S5.BDischargeMonitoringReports).•IfsamplingisconductedmorefrequentlythanrequiredbythisOrder,theresultsofthismonitoringmustbeincludedinthecalculationandreportingofthedatathatissubmittedintheDischargeMonitoringReports(DMR5). AdministrativeOrder18385RentonDowntownUtilityImprovementProjectPage4of8AnydischargetowatersofthestateinexceedanceofthecontaminantIndicatorLevelsinTableIexceptforpHcriteriashallbereportedaccordingtoPermitConditionS5.F,NoncomplianceNotificationasfollows:oImmediatelynotifyEcologyofnoncompliancebycallingtheregional24-hourEnvironmentalReportTrackingSystem(ERTS)phonenumber(425)649-7000.oCeasethedischargeuntilindicatorlevelscanbemet.oSubmitadetailed,writtenreporttoEcologywithinfive(5)days,unlessrequestedearlierbyEcology.SeePermitcondition55.F.3forNoncomplianceNotificationrequirements.•AllsamplesmustbeanalyzedbyalaboratoryregisteredoraccreditedundertheprovisionsofAccreditationofEnvironmentalLaboratories,Chapter137-50WAC.•AllsamplingdatamustbereportedmonthlyonDischargeMonitoringReports(DMRs)electronicallyusingEcology’ssecureonlinesystemWQWebDMR,inaccordancetoPermitConditionS5.B.Ifthemeasuredconcentrationisbelowthedetectionlevel,thenCityofRenton,SurfaceWatershallreportsingleanalyticalvaluesbelowdetectionas“lessthanthedetectionlevel(DL)”byentering“<“followedbythenumericvalueofthedetectionlevel(e.g.“<0.1”).AllothervaluesaboveDLmustbereportedasthenumericvalue.•Contaminatedsoilsexcavatedduringconstructionwillbehauledoff-sitewithoutstockpilingtoanapproveddisposalfacilitybasedonthelevelofcontamination.Whenitisnotfeasibletohaulsoilsoff-site,thesoilsmustbecoveredorplacedinacoveredareatominimizecontactwithstorrnwater.•NoncompliancewithpermitrequirementsortheprovisionsofthisOrdermustbeimmediatelyreportedtotheNorthwestRegionalOfficeoftheDepartmentofEcologyinaccordancewithPermitConditionS5.F,NoncomplianceNotification.•IfamodificationoftheOrderisdesired,awrittenrequestshallbesubmittedtoEcologyandifapproved,EcologywillissueanamendmenttothisOrder.EcologyretainstherighttomakemodificationstothisOrderthroughsupplementalOrder,oramendmenttothisOrder,itifappearsnecessarytofurtherprotectthepublicinterest.ThisOrderdoesnotexemptCityofRenton,SurfaceWaterfromanyConstructionStormwaterGeneralPermitrequirement. AdministrativeOrder18385RentonDowntownUtilityImprovementProjectPage5of8Table1.CityofRenton,SurfaceWatermustusethespecifiedanalyticalmethods,detectionlimits(DLs)andquantitationlevels(QLs)inthefollowingtableformonitoringunlessthemethodusedproducesmeasurableresultsinthesampleandEPAhaslisteditasanEPA-approvedmethodin40CFRPart136.IfCityofRenton,SurfaceWaterusesanalternativemethod,notspecifiedintheorderandasallowedabove,itmustreportthetestmethod,DL,andQLonthedischargemonitoringreport.Pollutant&CASSamplingSampleIndicatorRequiredDetectionIQuantitationNo.FrequencyTypeLevel,pg/LLevel,ig/L(ifavailable)unlessIotherwisePetroleumHydrocarbos.DieselandOiloecarbonsea*Grab250aNWTPH-Dx250250(NWTPH-Dx)bGasoline-RangeBatch!HydrocarbonsWeek*Grab250aNWTPH-Gx250250(NWTPHGx)cYBTEX(benzene,toluene,Batch!Grab20aSW8461020ethylbenzeneandWeekly*.8021!8260OM,Pxylenes)VOCs2-ChiorotolueneBatch!Gb1082600110(95-49-8)Weekly*ra.TrichioroethyleneBatch!‘b57a62411957(79-01-6)Weekly*3ra..TetrachioroethyleneBatch!Grab123624141123(127-18-4)Weekly*..Acetone(67-64-1)Batch!Grab5.Oa82605.05.0WeeklyCarbonDisulfideBatch!(75-15-0)Weekly*Grabba624.11010tert-ButylbenzeneBatch!Grab50a82605050(98-06-6)Weekly*.n-ButylbenzeneBatch!Grab50a82605050(104-51-8)Weekly*.1,3,5—Bh!TrimethylbenzeneWkl*Grab5Q82605.05.0(108-67-8)1,2,4—TrimethylbenzeneBatch!Grab5.Oa82605.05.0(95-63-6)Weeklysec-ButylbenzeneBatch!Gb50a82605050(135-98-8)Weekly*ra..p-lsopropyltolueneBatch!Grab5Oa82605050(99-87-6)Weekly*.. AdministrativeOrder18385RentonDowntownUtilityImprovementProjectPage6of8Pollutant&CASSamplingSampleIndicatorRequiredDetectionQuantitationNo.FrequencyTypeLevel,pgILAnalyticalLevel,vigILLevel,pgIL(ifavailable)unlessProtocol(0otherwiseequivalent)notedn-propylbenzeneBatch!Grab5.Oa82605.05.0(103-65-1)Weekly*lsopropylbenzeneBatch?Grab5Q82605.05.0(98-82-8)Weekly*EPA2-Butanone(MEK)Batch!Grab5.Oa5.05.0(78-93-3)Weekly*624?8260PAHs——NaphthaleneBatch?Grab4.8a625.11.64.8(91-20-3)Weekly*IICONSTRUCTIONSTORMWATERGENERALPERMITBENCHMARKSILIMITParameterSamplingSampleBenchmark(orIMethodFrequencyTypeLimit)TurbidityBatch?Weekly*Grab25NTUISM2130dpHBatch?Weekly*Grab6.5-8.5SULIMITSM4500-HBNOTESaNosurfacewaterstandard,valueislaboratoryquantitationlevel.bNWTPH-Dx=NorthwestTotalPetroleumHydrocarbons—Semi-volatile(diesel”)fordieselrangeorganicsandheavyoils(includesjetfuels,kerosene,diesel-oils,hydraulicfluids,mineraloils,lubricatingoils,andfueloils).CNWTPH-Gx=NorthwestTotalPetroleumHydrocarbons-Volatilepetroleumproductsincludingaviationandautomotivegasolines,mineralspirits,Stoddardsolvent,andnaphtha.ciOrequivalent.*Ifpermissionisgrantedforflowthrough,samplingwillthenbeweekly.FAILURETOCOMPLYWITHTHiSORDERFailuretocomplywiththisOrdermayresultintheissuanceofcivilpenaltiesorotheractions,whetheradministrativeorjudicial,toenforcethetermsofthisOrder.YOURRIGHTTOAPPEALYouhavearighttoappealthisOrdertothePollutionControlHearingBoard(PCI-IB)within30daysofthedateofreceiptofthisOrder.TheappealprocessisgovernedbyChapter43.2lBRCWandChapter371-08WAC.“Dateofreceipt”isdefinedinRCW43.21B.001(2).Toappealyoumustdobothofthefollowingwithin30daysofthedateofreceiptofthisOrder:FileyourappealandacopyofthisOrderwiththePCHB(seeaddressesbelow).FilingmeansactualreceiptbythePCHBduringregularbusinesshours.ServeacopyofyourappealandthisOrderonEcologyinpaperform-bymailorinperson.(Seeaddressesbelow.)E-mailisnotaccepted. AdministrativeOrder18385RentonDowntownUtilityImprovementProjectPage7of8YoumustalsocomplywithotherapplicablerequirementsinChapter43.2lBRCWandChapter371-08WAC.YourappealalonewillnotstaytheeffectivenessofthisOrder.StayrequestsmustbesubmittedinaccordancewithRCW43.21B.320.ADDRESSANDLOCATIONINFORMATIONStreetAddressesMailingAddressesDepartmentofEcologyDepartmentofEcologyAttn:AppealsProcessingDeskAttn:AppealsProcessingDesk300DesmondDriveSEP0Box47608Lacey,WA98503Olympia,WA98504-7608PollutionControlHearingsBoardPollutionControlHearingsBoardliiiIsraelRoadSWP0Box40903STE301Olympia,WA98504-0903Tumwater,WA98501CONTACTINFORMATIONPleasedirectallquestionsaboutthisOrderto:MathewKwartinDepartmentofEcologyNorthwestRegionalOffice3190160thAvenueSEBellevue,WA98008-5452Phone:(425)649-4484Email:mkwa46lecy.wa.govMOREINFORIVIATIONzzzi:zzzi:zzzPollutionControlHearingsBoardWebsitehttp://www.eluho.wa.gov/Board/PCHBChapter43.21BRCW—EnvironmentalandLandUseHearingsOffice—PollutionControlHearingsBoardhttp://app.leg.wa.gov/RCW/default.aspx?cite’43.21BChapter371-08WAC—PracticeAndProcedurehttp://app.le.wa.gov/WAC/default.aspx?cite=371-08 AdministrativeOrder18385RentonDowntownUtilityImprovementProjectPage8of8Chapter34.05RCW—AdministrativeProcedureActhttp://app.leg.wa.gov/RCW/default.aspx?cite=34.05Ecology’sLaws,rules,&rulemakingwebsitehttps://ecology.wa.gov/About-us/How-we-operate/Laws-rules-rulemakingSIGNATURE4ôhóiyYtw29/11/2020RachelMcCreaDateWaterQualitySectionManagerNorthwestRegionalOfficeWashingtonStateDepartmentofEcology November 5, 2020 Ken Srilofung City of Renton Surface Water 1055 S Grady Way Fl 5 Renton, WA 98057-3232 RE: Coverage under the Construction Stormwater General Permit (CSWGP) Permit number: WAR309419 Site Name: Renton Downtown Utility Improvements Prjt Location: S 2nd St & S 3rd St Renton County: King Disturbed Acres: 6.5 Dear Ken Srilofung: The Washington State Department of Ecology (Ecology) received your Notice of Intent for coverage under Ecology’s Construction Stormwater General Permit (CSWGP). This is your permit coverage letter. Your permit coverage is effective November 5, 2020. Please retain this permit coverage letter as the official record of permit coverage for your site. Ecology has approved use of electronic formats as long as they are easily produced on your construction site. A mobile friendly copy of the CSWGP permit, permit forms, and information related to your permit can be viewed and downloaded at www.ecology.wa.gov/eCoverage-packet. Please contact your Permit Administrator, listed below, if you would like to receive a hard copy of the CSWGP. Please take time to read the entire permit and contact Ecology if you have any questions. Additional Monitoring Please refer to the enclosed Administrative Order number 18385 for additional monitoring requirements. Electronic Discharge Monitoring Reports (WQWebDMR) This permit requires that Permittees submit monthly discharge monitoring reports (DMRs) for the full duration of permit coverage (from issuance date to termination). DMRs must be submitted electronically using Ecology’s secure online system, WQWebDMR. To sign up for WQWebDMR go to www.ecy.wa.gov/programs/wq/permits/paris/webdmr.html. If you have questions, contact the portal staff at (360) 407-7097 (Olympia area), or (800) 633-6193/option 3, or email WQWebPortal@ecy.wa.gov. Ken Srilofung November 5, 2020 Page2 Appeal Process You have a right to appeal coverage under the general permit to the Pollution Control Hearing Board (PCHB). Appeals must be filed within 30 days of the date of receipt of this letter. Any appeal is limited to the general permit’s applicability or non-applicability to a specific discharger. The appeal process is governed by chapter 43.21B RCW and chapter 371-08 WAC. “Date of receipt” is defined in RCW 43.21B.001(2). For more information regarding your right to appeal, go to https://fortress.wa.gov/ecy/publications/SummaryPages/1710007.html to view Ecology’s Focus Sheet: Appeal of General Permit Coverage. Ecology Field Inspector Assistance If you have questions regarding stormwater management at your construction site, please contact Mathew Kwartin of Ecology’s Northwest Regional Office in Bellevue at mathew.kwartin@ecy.wa.gov, or (425) 649- 4484. Questions or Additional Information Ecology is committed to providing assistance. Please review our web page at www.ecology.wa.gov/constructionstormwaterpermit. If you have questions about the Construction Stormwater General Permit, please contact your Permit Administrator, Kendra Henderson at Kendra.Henderson@ecy.wa.gov, or (360) 407-6556 Sincerely, Jeff Killelea, Acting Section Manager Program Development Services Section Water Quality Program Appendix E King County Construction Dewatering Form Industrial Waste Program Individual Authorization Application for Construction Dewatering Alternative Formats On Request 206-477-5300 TTY Relay: 711 Instructions It may be possible to send water from construction sites into the sanitary sewer if approved by the King County Industrial Waste Program (KCIW) and the local sewer agency. Who needs approval Most construction projects discharging to sanitary sewers in King County’s Wastewater Service area (including combined sewers that carry stormwater and sewage in the older parts of Seattle) need approval. • Single family residential construction projects should check with the local city or sewer agency. KCIW does not require applications from these projects. • Projects discharging to separated storm sewers or surface water bodies do not need approval from wastewater utilities. Check with the appropriate entity: • Contaminated site any size: Washington State Department of Ecology • Clean site more than 1 acre: Washington State Department of Ecology • Clean site less than 1 acre: Local jurisdiction’s stormwater utility How to get approval to discharge to sanitary sewers 1. Contact the local sewer agency. Confirm they accept water from construction sites. Confirm the location and conditions for discharging to their system. A list of local agencies is available: http://www.kingcounty.gov/environment/wtd/About/SewerAgencies.aspx 2. Select your King County construction dewatering application (individual or general). 3. Download, complete, print and sign your application. Scan your signed application and submit it to King County via email: info.KCIW@kingcounty.gov. 4. Contact the local sewer agency for permission to connect to their system and any additional requirements. Select your King County application KCIW offers two types of authorizations for discharging construction water to sanitary sewers: Individual and General. You may be able to use the simpler form, General Authorization Application for Construction Dewatering, if your project meets all of the following criteria: • Site is not contaminated. • Site is less than 1 acre. • Project will discharge less than 25,000 gallons per day (gpd) to the sanitary sewer. • Site has a sedimentation tank. If your project does not meet all four criteria, you must use this form, Individual Authorization Application for Construction Dewatering. Both forms are available at www.kingcounty.gov/industrialwaste. Applying for a General Authorization is easier and requires less documentation (no exhibits) than an Individual Authorization. No reporting is necessary once the General Authorization is approved. Tips for a Successful Application • Complete one application for each construction site. • Answer all questions; use additional pages, if needed. (See the application checklist on page 2.) • Make sure the authorized representative (site owner) signs this application. (See pages 3 and 4.) • Keep the original signed application in your records until the project is complete. • For questions, contact KCIW at info.KCIW@kingcounty.gov or 206-477-5300. Project Meets All Criteria Apply for General Authorization Apply for Individual Authorization Yes No Industrial Waste Program Individual Authorization Application for Construction Dewatering 2 Application Checklist Before submitting your application, use this checklist to make sure you have included all the necessary information and documentation. Checklist for Individual Authorization Application Application Component and Page Number Completed Signature of authorized representative or owner (page 3) ☐ Signed signature delegation if authorized representative or owner is delegating signature authority (page 4) ☐ Project Information (page 5) ☐ Detailed project information (pages 6 and 7) ☐ Exhibit A, Site Plan (page 8) ☐ Exhibit B, Wastewater Treatment System Description (page 8) ☐ Exhibit C, Dewatering Schedule (required for sites requesting discharge approval for longer than six months) (page 8) ☐ Exhibit D, Description of Contamination (required for sites with known groundwater or sediment contamination) (page 8) ☐ Industrial Waste Program Individual Authorization Application for Construction Dewatering 3 Required Signature NOTE: A construction site owner must sign this page and/or the reverse page to delegate signature authority. King County Code 28.82.050 requires a signature from an “authorized representative” on all wastewater applications and reports. An authorized representative is responsible for the accuracy of the information provided. For construction projects, it is the site owner. The authorized representative may be one of the following: A. The president, secretary, treasurer, or a vice-president of the corporation in charge of a principal business function or any other person who performs similar policy or decision-making functions B. The manager of one or more manufacturing, production, or operating facilities, but only if the manager: 1. Is authorized to make management decisions that govern the operation of the regulated facility including having the explicit or implicit duty of making major capital investment recommendations, and initiate and direct other comprehensive measures to assure long-term environmental compliance with environmental laws and regulations; 2. Can ensure that the necessary systems are established or actions taken to gather complete and accurate information for control mechanism requirements and knowledgeable of King County reporting requirements; and; 3. Has been assigned or delegated the authority to sign documents, in accordance with corporate procedures C. A general partner or proprietor for a partnership or proprietorship D. A director or highest official appointed or designated to oversee the operation and performance of the industry if the industrial user is a government agency E. An individual and/ or position—delegated in writing by one of the first four (A–D above)—who is responsible for the overall operation of the facility from which the discharge originates or has overall responsibility for environmental matters for the company or agency. Use the form on reverse to delegate signature authority. I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the informa tion submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. Mike Benoit 1055 S Grady Way Name Street Address Project Manager Renton, WA 98057 Title City, State, and Zip City of Renton - Wastewater Utility MBenoit@RentonWA.gov Company Name Email 425-430-7206 Phone Signature Cell Phone (optional ) Date Industrial Waste Program Individual Authorization Application for Construction Dewatering 4 Delegation of Signature Authority Form This form is only required if the authorized representative wishes to delegate signature authority. Use additional copies of this page to delegate to additional people or positions. Person Delegating Signature Authority By signing below, I certify that I am authorizing the following person(s) and/or position(s) to receive signature authority. I am an authorized representative for the company named in this application because I meet the following definition listed on the reverse page: A B C D Name Street Address Title City, State, and Zip Company Name Email Phone Signature Cell Phone (optional) Date Person(s) and /or Position(s) Receiving Signature Authority 1. 2. Name or Position Name or Position Title Title Company Name Company Name Phone Street Address Phone Street Address Email City, State, and Zip Code Email City, State, and Zip Code Signature Signature 3. 4. Name or Position Name or Position Title Title Company Name Company Name Phone Street Address Phone Street Address Email City, State, and Zip Code Email City, State, and Zip Code Signature Signature Industrial Waste Program Individual Authorization Application for Construction Dewatering 5 Project Information Applicant/Project Name City of Renton / Downtown Utilities Improvements Project Project Location (Address, City, and Zip Code) S 2nd St., S 3rd St., SW Sunset Blvd, Lake Ave S, Shattuck Ave S, Whitworth Ave S, Morris Ave S, Smithers Ave S, Burnett Ave S, and Mill Ave S. NOTE: The site owner will be issued the discharge approval ; the contractor or consultant will be sent a copy. Site/Project Owner (Must be authorized or delegated signatory) Contractor/Consultant Name Mike Benoit Jeff Moss Title Project Manager Professional Engineer III Company City of Renton - Wastewater Utility Murraysmith Mailing address 1055 S Grady Way 600 University St, Suite 300 City/state/zip code Renton, WA, 98057 Seattle, WA 98101 Office telephone no. 425-430-7206 206-462-7030 Cellphone no. Fax no. Email address MBenoit@RentonWA.gov jeff.moss@murraysmith.us Primary person to be contacted about this application if not listed above (name, address, telephone, email) NOTE: Use attachments, if necessary, to provide the following information. Detailed description of project construction The City of Renton plans to replace and rehabilitate existing water, sewer, and stormwater utility systems as part of the Downtown Utility Improvement Project (DUIP). Replacement, rehabilitation, and/or upsizing the individual utilities is planned in select locations within the project area based on age, capacity needs, condition, and/or maintenance requirements. Work is within the downtown area of Renton and is confined to the City right-of-way or utility easements. Start date of dewatering TBD End date of dewatering TBD Site size 6.5 Acres Environmental permits issued for the site that are relevant to this project (for example: NPDES, Ecology Notice of Intent) SEPA DNS Ecology Construction Stormwater General Permit Industrial Waste Program Individual Authorization Application for Construction Dewatering 6 Detailed Project Information Follow these instructions to complete the table below: • Process or activity generating wastewater. Enter a brief process number and name for each process and activity (for example: 1. well dewatering, 2. wheel wash, 3. equipment cleaning, 4. concrete curing, 5. jet grouting, 6. contaminated stormwater runoff). • Substances and/or pollutants in wastewater. List all substances in the wastewater (such as sediment/solids, caustic and/or acidic, oil and grease, other contaminants if groundwater or soil is contaminated). • Type of pretreatment. For each waste stream, identify the type of wastewater pretreatment you will provide (such as filtration, chemical precipitation, settling, pH neutralization, electrocoagulation, chitosan). King County policy requires t hat at a minimum, an appropriately sized settling tank (weir tank preferred) must be installed to provide gravity separation. • Frequency of discharge. Indicate the frequency of discharge. Enter "continuous" if you will discharge continuously to the sewer as the wastewater is generated or "batch" if you will store wastewater and discharge it to the sewer in batches. • Discharge point. Enter the manhole or side sewer location approved by the local city or sewer agency for temporary connection to the sewer. • Daily quantity discharged. Calculate the projected daily maximum discharge volume for each process or activity and then the total for all processes and activities. Process or Activity Number Process or Activity that Generates Wastewater Substances and/or Pollutants in Wastewater Type of Pretreatment Frequency of Discharge (continuous or batch) Discharge Point if known (manhole, side sewer location) Maximum Daily Quantity Discharged (gallons) 1 Trench dewatering by sump and pump Sediments/solids , potential petrolium hydrocarbons Settlement tanks and/or filtration, activated carbon Continuous KC MH R01- 17 KC MH R01- 20 10,000 2 Trech dewatering by wells or well points Sediments/solids , potential petrolium hydrocarbons Settlement tanks and/or filtration, activated carbon Continuous KC MH R01- 17 KC MH R01- 20 10,000- 500,000 3 Stormwater runoff from disturbed areas Sediments/solids Settlement tanks and/or filtration Periodic KC MH R01- 17 KC MH R01- 20 60,000 4 Water main disinfection and testing Chlorine Dechlorination tablets Periodic KC MH R01- 17 KC MH R01- 20 1,500 Total maximum daily discharge volume 571,500 Industrial Waste Program Individual Authorization Application for Construction Dewatering 7 Water Quantity Balance Calculations For each process or activity listed in the table above, thoroughly document the information, methods, and assumptions used to calculate your site’s water quantity balance. Use a storm event of 2 inches per 24 hours to calculate the maximum daily stormwater runoff volume. Add attachments if you need more space. 1. See Exhibit E - Relevant excerpts from the project Geotechnical Report provide detailed discussion of trench dewatering by sump and pump. Project specifications will include limits on dewatering to prevent settlement and migration of contaminated groundwater. These constraints are expected to limit dewatering flows to those shown herein.Contaminated water shall be treated to meet regulatory requirements. 2. See Exhibit E - Relevant excerpts from the project Geotechnical Report provide detailed discussion of trench dewatering by well or well points. Project specifications will include limits on dewatering to prevent settlement and migration of contaminated groundwater. These constraints are expected to limit dewatering flows to those shown herein. Contaminated water shall be treated to meet regulatory requirements. 3. Stormwater Runoff: Maximum allowable disturbance area per specifications is one block, or 1,000-ft from Rainier to Shattuck on 3rd St. Impervious roadway width is 45-ft. Assume wost case all impervious area flows into excavation. Area = 1,000*45 = 45,000-sf Multiply by 2-inch storm 45,000*(2/12)*7.48 = 56,100 gallons. Round up to 60,000 gallonn. 4. Water Main Disinfection and Testing: Maximum allowable disinfection and testing length per specifications is 1500-ft. Largest proposed water pipe is 12" Volume = 1500*pi()*0.5^2 = 1178 gal or approximately 1200 gallons. Add 25% safety factor 1200*1.25 -> 1500 gallons. Industrial Waste Program Individual Authorization Application for Construction Dewatering 8 Detailed Project Information (continued) If your project will discharge greater than 25,000 gpd during November through April, explain in detail why discharge to surface water is not feasible. Due to potential hydrocarbon contamination and the volume of water, treatment in order to discharge to surface water would be very costly. Is there known groundwater or soil contamination on site? Yes If yes, provide a summary of the contamination, site history, and sources of contamination. Submit Exhibit D (see page 8). See Exhibit D Does this site have a Temporary Erosion and Sediment Control (TESC) Plan that outlines best management practices (BMPs)? Yes If yes, the plan must be available onsite for reference throughout the project. No If no, please explain: Contact the local sewer agency (city or sewer district) to receive instructions on discharge conditions . (www.kingcounty.gov/environment/wtd/About/SewerAgencies.aspx) and complete the following: Name and telephone number of the local city or sewer district personnel you contacted. Mike Benoit, Renton Wastewater Utility, 425-430-7206 Maximum discharge rate (gpm) specified by the local city or sewer district contact. N/A Sewer account number or billing method that the local city or sewer district will use to assess sewer fees. N/A Industrial Waste Program Individual Authorization Application for Construction Dewatering 9 Exhibits Exhibits A and B are required for all applications. A. Site Plan. Attach a site plan that shows the location of activities or processes generating wastewater, settling ponds/tanks or other wastewater treatment system components, wastewater conveyance lines, temporary points of discharge (approved by the local city or sewer district), groundwater and/or sediment sampling locations, streets, and public sewer and storm drainage facilities. B. Wastewater Treatment System. Attach a description of the proposed wastewater treatment system, including the following: 1. Diagrams, specification sheets, and basic design data for system components (for example, pumps, tanks, mixers). 2. Schematic flow diagram of the treatment process that shows system piping, tanks, and control features. 3. Maximum flow rate for the system. NOTE: KCIW may require an engineering justification and/or other evidence demonstrating that discharge from the site will meet applicable permit effluent limitations. Minimum Standards for Rectangular Sedimentation Tank Design is available here: http://www.kingcounty.gov/environment/wastewater/IndustrialWaste/GettingDischargeApproval/Construction/Sedimentati on_tank s.aspx. Exhibit C is required for approval of projects that will discharge longer than six months: C. Dewatering Schedule. Attach a wastewater discharge schedule indicating when each activity or process is expected to generate wastewater for the duration of the project. For each process and discharge period, specify the projected maximum daily discharge volume. (See example below.) NOTE: The chart below is included as an example only. You may create a similar table or use a different format, provided it includes the requested information. Exhibit D is required for sites with known groundwater or sediment contamination: D. Description of contamination sources and chemical characteristics. Attach a summary (preferably in table format) of all available groundwater and/or sediment quality data. Indicate groundwater and/or sediment sample locations on the site plan (Exhibit A). SEDIMENT SAMPLE TAP TOTALIZING NON-RESETTABLE FLOW METER SEDIMENT SEDIMENTSEDIMENT FM Rectangular Sedimentation (Settling) Tank - Weir Conguration - Flow-through Discharges Gravity Discharges Scale: NTS Weir height 7.5’ (estimated) Invert elevation 7.5’ (estimated) Tank dimensions (hypothetical): 8’ (W) x 9’ (H) x 40‘ (L) Working dimensions (hypothetical - at water level): 8’ (W) x 7.5’ (H) x 40’ (L) = 2,400 ft3 18,000 gal Maximum discharge rate at 90 minute retention time: 18,000 gal/90 min = 200 gal/min (Based on empty tank working dimensions.) CONSTRUCTION DEWATERING WASTEWATER Sewer clean-out or manhole discharge location as approved by local sewer agency. LOCAL SANITARY SEWER 1512_5135m_3-ASedSettlingTank-WeirCong1-GravityDischarges.ai Pump intake 1/2 tank height elevation or greater (4.5’ for this elevation) SEDIMENT SAMPLE TAP TOTALIZING NON-RESETTABLE FLOW METER SEDIMENT SEDIMENTSEDIMENT FM Rectangular Sedimentation (Settling) Tank - Weir Conguration - Flow-through Discharges Pumped Discharges Scale: NTS Weir height 7.5’ (estimated) Invert elevation 7.5’ (estimated) Tank dimensions (hypothetical): 8’ (W) x 9’ (H) x 40‘ (L) Working dimensions (hypothetical - at water level): 5,800 gal + 5,800 gal + 3,800 gal = 15,400 gal Maximum discharge rate at 90 minute retention time: 15,400 gal/90 min = 170 gal/min (Based on empty tank working dimensions.) CONSTRUCTION DEWATERING WASTEWATER Sewer clean-out or manhole discharge location as approved by local sewer agency. LOCAL SANITARY SEWER 1512_5135m_3-BSedSettlingTank-WeirCong2-PumpedDischarges.ai FIRST CHAMBER Working Volume V = 8’ (W) x 7.5’ (H) x 13’ (L) = 780 ft3 5,800 gal SECOND CHAMBER Working Volume V = 8’ (W) x 7.5’ (H) x 13’ (L) = 780 ft3 5,800 gal THIRD CHAMBER Working Volume V = 8’ (W) x 4.5’ (H) x 14’ (L) = 504 ft3 3,800 gal Pump intake 1/2 tank height elevation or greater (4.5’ for this elevation) Working elevation set at pump intake elevation ROPE OR CHAIN TO SUSPEND PUMP DISCHARGE PIPE SUBMERSIBLE PUMP Appendix F Ecology Well Logs